aid use 0t ll a. bibliographic input sheet s u bj e …pdf.usaid.gov/pdf_docs/pnaad122.pdf ·...

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AGENCY FOR INTERNATIONAL DEIVELOPMENT "FOR AID USE 0t LL WASHINGTON. 0. C;20523 A. BIBLIOGRAPHIC INPUT SHEET 1-:i . S U BJ EC T A. PRIMARY ICLA I, J Food production and nutrition ".. . " ' . . AP12-0000.0000 A MA'JtdfApY FICATION S 2 L A Drainage and irrigation 2S TITLE AND gUBTITLE Discharge through inclined gates 3. AUTHOR(S) Chen,Chia-shyun 4. DOCUMENT DATE iS. NUMBER OF PAGES 16. ARC NUMBER 1977J 87p.ARC 7. REFERENCE ORGANIZATION NAME AND ADDRESS Colo.State 0. SUPPLEMENTARY NOTES (S)naorlng Otganization, Pubilihernp Avalability) (Thesis M.S.--Colo.State) 9. ABSTRACT Losses of water along irrigation watercourses contribute to low overall irrigation efficiencies in less developed countries. This thesis investigates discharge efficiencies of submerged gates for controlling flow in irrigation watercourses. Two types of gates suitable for use as both control and measurement structures were designed in Pakistan by the Colorado State University Water Management Research Group. Both were made to fit into a channel at a 45 degree inclination, so that gravity would assist in sealing against leakage. Hydraulic data was collected under free flow and submerged flow conditions for test gates with both circular and rectangular openings. The method of submerged flow analysis reported by Villemonte was used in developing the rating curves for the gates. These ratings were then compared with those obtained for vertical weirs in order to observe the effect of the 45 degree inclination of the test gates. The conclusions, mainly expressed mathematically, address questions of when and how free-flow weir equations should be applied. Recommendations are made regarding further research. 10. CONTROL NUMBER PN-AAD-122 - II. PRICE OF DOCUMENT 12. DESCRIPTORS Equations Flow measurement Hydraulic structures Orifices Weirs 13,. PROJECT NUraER 14. CONTRACT NUMBER CSD-2460 211(d) is. TYPE OF DOCUMENT AID 5gO-, 1(474I

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Page 1: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

AGENCY FOR INTERNATIONAL DEIVELOPMENT FOR AID USE 0t LLWASHINGTON 0 C20523

A BIBLIOGRAPHIC INPUT SHEET 1-i S U BJ E C T A PRIMARYICLA IJ Food production and nutrition AP12-00000000

A MAJtdfApYFICATION S 2 L A Drainage and irrigation 2S TITLE AND gUBTITLE

Discharge through inclined gates

3 AUTHOR(S)

ChenChia-shyun

4DOCUMENT DATE iS NUMBER OF PAGES 16 ARC NUMBER 1977J 87pARC

7 REFERENCE ORGANIZATION NAME AND ADDRESS ColoState

0 SUPPLEMENTARY NOTES (S)naorlng Otganization PubilihernpAvalability)

(Thesis MS--ColoState)

9 ABSTRACT

Losses of water along irrigation watercourses contribute to low overall irrigationefficiencies in less developed countries This thesis investigates dischargeefficiencies of submerged gates for controlling flow in irrigation watercourses Two types of gates suitable for use as both control and measurement structures weredesigned in Pakistan by the Colorado State University Water Management ResearchGroup Both were made to fit into a channel at a 45 degree inclination so thatgravity would assist in sealing against leakage Hydraulic data was collectedunder free flow and submerged flow conditions for test gates with both circular andrectangular openings The method of submerged flow analysis reported by Villemonte was used in developing the rating curves for the gates These ratings were thencompared with those obtained for vertical weirs in order to observe the effect ofthe 45 degree inclination of the test gates The conclusions mainly expressedmathematically address questions of when and how free-flow weir equations shouldbe applied Recommendations are made regarding further research

10 CONTROL NUMBER

PN-AAD-122

- II PRICE OF DOCUMENT

12 DESCRIPTORS

Equations Flow measurement Hydraulic structures Orifices

Weirs 13 PROJECT NUraER

14 CONTRACT NUMBER CSD-2460 211(d)

is TYPE OF DOCUMENT

AID 5gO- 1(474I

A bA

THESIS

DISCHARGE THROUGH INCLINED GATES

Submitted by

Chia-Shyun Chen

In partial fulfillment of the requirement

for the degree of Master of Science

Colorado State University

Fort Collins Colorado

Spring 1977

ABSTRACT OF THESIS

DISCHARGE THROUGH INCLINED GATES

Fourga1tes one rectangular andthree circular

installed at 45degreesfto the channelbottomAwere investishy

gated The rectangular gate performedtasa-submerged weir

fonly The-circular gates performed as submergedWeirs-when

the upstream water depth was belowtheltop of-the-circular

opening and performed as orifices When the upstream water

depth wasabove the topof the circular opening -Two-kinds

ofnappes surface nappe and plunging nappewereobserved

in the submerged weir flow conditions Weirdischarges under

plunging nappe flow were independent of downstreamwater

depth so these data were used to calibratethe free flow

discharge equations The free flow discharge-coefficient

for the rectangular gate was constant and for the circular

gates was a function of the ratio of upstream head to the

crest height Data for the surface nappe condition were

used to calibrate the submerged flow discharge equations

The submerged flow discharge coefficients for all gates were

functions of submergence ratio and opening configurations

and different by multiplicative constant from reported

coefficient for vertical sharp-crested weirs The discharge

equations for orifice flow were functions of opening configshy

urations

Chia-Shyun Chen Agricultural Engineering DepartmentColorado State University Fort Collins Colorado 80523 Spring 1977

iii

ACKNOWLEDGMENTS

The author wishes to express his sincere thanks to his

adviser Dr William Hart for the time and guidance he put

intothiswork The contributions of-DrEverettrRichardson

and Dr Wynn Walker-are-also appreciated

1 Chi-MeiSpecial thanksilearedue toi the authors wife

who didthe job oftyping the final manuscript1iand encouraged

theauthor all the time

-iThis iwork wassupportedbyfunds from the United States

Agency for International Developm~entunderContract No

AIDcsd-2460 OptimumUtilizatin of WaterResources for

Agriculture with SpeciaLEmphasis on Water Removal and

PDelivery SYStems and Relevant Institutional Development

partia support was also prvvided by USAID Contract

AIDta c-ll00

iv

TABLE OF CONTENTS

ChaptePage

rIST OF - TABLES vii

IST OF FIGURES bull bull A 66 viii

IST OF SYMBOLS- bull X

1 INTRODUCTION bull 1

Purpose 2

Scope bull 2

II DEVELOPMENT OF WEIR AND ORIFICE EQUATIONS 3

General Features 3

Basic Equations for Weirs and Orifices 3

Weir Performance--Submerged

Orifice Equation 4

Weir Equation 7

III DERIVATION OF CIRCULAR WEIR EQUATION 12

Derivation 12

IV SUBMERGED WEIR FLOW ANALYSIS 22

V EXPERIMENT FACILITIES AND GATE GEOMETRIES 29

VI RESULTS AND DISCUSSIONS 36

Results 36

Dimensional Analysis 36 Weir Performance--Free Flow 38

Flow 40 Orifice Performance 45

Discussions 49

Head Measurement 49 The Effect of Submergence Ratio 51 The Discharge Coefficient for

the Inclined Submerged Weir 52

ACKNOWLEDGMENTS

The author wishes to express his sincere thanks-tohis

adviser Dr William Hart for the time anduidance he put t into this work The contributionsf Dr Everett Richardson

and) Dr Wynn Walker are also apprecd6ated

Specia thanksare due tothe-authors wife Chi-Mei

who didthe job oftyping the final manuscript and encouraged

the author-al-l thetime

ThiUsi work was supported by fundsfrom the United States

Agency for International Development under Contract No

AIDcsd-24601 Optimum Utilization of Water Resources for

Agriculture with Special Emphasis on Water Removal and

Delivery Systems and Relevant Institutional Development

Partial support was also provided by USAID Contract

AIDta-c-ll00

iv

LIST OF TABLES

Table Page

1 Values of PL(H1 D) = 11228 (H1D)2

- 2884 (H1D3 462 (H1D)

4

- 8 (HID)5 21

2 Dimensions of Test Gates All Variables Refer to Fig 53 35

3 Discharge Equations for Models Investigated 58

4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m 61

5 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Weir Flow 63

6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Heightof 014 m Orifice Flow 67

7 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Weir Flow 71

8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow 73

9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 018 m Weir Flow 75

10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 018 m Orifice Flow 77

vii

LIST OF FIGURES

F ePage

21 ree Orifice

6 22 SubmergedJet Orifice

Front View of Flow over a Recta~ngular Weir 823

24 ShrCrested -Weir8

1331 Circular Weir

Curve of Function PL(H1D) = 11228 (H D)2

32 3 - (HID)4 168-2884 (HID) 462 bull 20(H1lD)s

41 Submerged Weir 23

Three Types of Weir Flow (After Vennard) bull bull 2742

51 Plan View of Experimental Facilities 30

52 Illustration of Crest Height for Inclindd 33Gate

34 53 Configurations of Gates

61 Free Flow Discharge Coefficient Cdf for

Circular Gates As a Function of Ratio of Upstream Head to Crest Height H1P

= 0090 - 0080 (HIP) CorrelationCidf Coefficient r =0973 39

Submerged Weir Flow Discharge Coefficient62 Cds for Rectangular Gate with a Crest

Height of 008 m As a Function of 1 - S32 S is the Submergence Ratio

Cds= 2069 (1 - $32)0393 Correlation

42=0987 Coefficient r

Submerged Weir Flow Discharge Coefficient63 Cds for 038 m Diameter Circular Gate with

a Crest Height of 014 m As a Function of

1 - s2 S is the Submergence Ratio

= 1128 ( 2 S2)0385 Correlation

Coefficient = 0990 43

viii

LIST OF FIGURES (Continued)

Figure Page

64 Submerged Weir Flow Discharge Coefficient Cds for 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of

1 - S2 S is the Submergence Ratio Cds = 1062 (1 - $2)0 378 Correlation

Coefficient r2 = 0997 44

65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with

a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio

2)0 3 92ds 1210 (1 - Correlation 2Coefficient r = 0993 46

66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H (H1 - H2 ) Q = 136 H0477

Correlation Coefficient r2 = 0992 47

67 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head

Difference H (H1 - H2 ) Q = 133 H0477

2Correlation Coefficient r = 0989 48

68 Submerged Orifice Flow Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of Head

Difference H (H1 - H2 ) Q = 213 H0475

Correlation Coefficient r2 = 0990 50

ix

ISTOF SYMBOLS

Symbol Definition

A Area of flow at weir notch or orifice L2

A0 Areamp-of flowat vena contracta L2k

B Width of channel L

C Cauchy number-

Cc ontraction coefficient

Cd )ischarge coefficient

Cdf )ischarge coefficient for free flow condition

Cds )ischarge coefficient for submerged flow condition

Cv lelocity coefficient

D Diameter of circular weir L

F Froude number 2

g Acceleration due to gravity LTshy

h Head on an elementary area L

H Head difference H1 - H2 L

H1 Upstream head L

H2 Downstream head L

K Coefficient of submerged weir flow discharge coefficient-see Eq 4-4

L Length of rectangular weir notch L

LI Effective length of contracted weir L

m Exponent of submerged weir flow discharge coefficient see Eq 4-4

n Exponent of weir equations

N Number of end contractions

P Crest height L 1

Q Actual total discharge L3Tshy

V

L13T OF SYMBOLS (Continued)

Symbol Definition

Q1 Ideal total discharge L3T1

Qf Free flow discharge L3T I

Qs Submerged flow discharge L3T 1

r Correlation coefficient

R Radius of circular weir L

Re Reynolds number

S Submergence ratio H2H 1 1Velocity of approach LT-

Va Mean velocity in the channel of approach above the crest level LT I

Vb Mean velocity in the channel of approach below the crest level LT-

Vt Theoretical velocity at weir notch or orificeT-1

W Weber number

Y1 Upstream water depth L

Y2 Downstream water depth L

Coefficient corrects for inequality of velocity in the approach channel

- 2 y Specific weight ML-2T

FE Elastic molulus ML-IT- 2

p Density of mass ML

Surface tension MT 2

a 1

Dynamic viscosity ML-1 Tshy

r Gamma function

xi

CHAPTER I

INTRODUCTION

It has been demonstrated that losses along water

courses (channels which receive water from the distributory

and discharge that water into individual farmers fields or

into branch water courses) are a primary cause of low overall

irrigation efficiencies in less developed countries (LDC)

A particular need in overcoming these low efficiencies is

effective control and measurement structures Proper control

structures allow diversion of water to where it is needed

and measurement structures provide the data necessary to

evaluate overall irrigation efficiencies

Two types of gates which can be used as both control

and measurement structures and which are adaptable for use

in LDCs have been designed in Pakistan by the Colorado

State University Water Management Research Group (i) Both

are designed to fit into a channel or channel constriction

of rectangular section One has a rectangular opening and

the other a circular opening Both are installed at a 45

degree inclination to the horizontal so that gravity will

assist in holding the gate in place and in sealing it against

leakage In both cases a compressible sponge rod is used

as the sealing material The gate frames and gate closure

panels are cast of reinforced concrete

Numbers in parentheses refer to similarly numbered items in the Literature Cited

PURPOSE The purpose of hecurrent investigation is-to determine

the diScharge equations of the gates mentioned above

SCOPE

Fourgates werei used in this -study threeof-which have

-a- cir6ularopening the fourth of Which had a rectangular opening The rectangular gate had a0a46mwide opening and

O1 llm high crest For ithe circular gates two opening-a

-diameters were studied 038 mand -046m The 0 46i

diameter gatehad acrest height of 1020m The other two

circular gates had the same diameter opening 0V3 8 but

different crest heights 016 m-and i-022 Im

--The-hydraulic data were collected under-both0 free flow

Land submerged flow conditions The medthod 6f subMerged flowU

analysib reported by Villemonte- (2) was utilized-iif developshy

ing tie ratingcurves for those ates operatingunder subshy

(merged flow conditions Theseratings were then compared

with thosebtainedfor vertical weirs (2) in -oiderto

APTER jII

DEVELOPMENT OWEIR AND ORIFICE EQUATIONS

GENERALFEATURES

By means of the law of energy conservation nearly any

kind of a contraction to flow in a closed conduit or an open

channel can be employed as a metering device In this study

the two types of gates were used as discharge metering

devices The rectangular one performed asasubmeredweir

with partial contraction The circular one performed as an

orifice when the water surface upstream from the gate was

above the top of the opening It performed as a submerged

weir when the upstream water surface drops below the top of

the opening

Generally weirs are classified (3) as head-area meters

They apply only to open conduits and involve a simultaneous

variation of head and area which means that the area of the

fluid flowing through the weir notch is a function of the

upstream head Orifices can be used either in closed conduits

or in open conduits In both cases the cross-sectional area

of the fluid flowing through the opening is cohstant and

hence they are classified as head meters

BASIC EQUATIONS FORWEIRS AND ORIFICES It wasshown byMavis (4) that orifices and Ii simple

exponential-shape weirs bear a single-family reiationship of

the form

=C AHi (2-1)

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 2: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

A bA

THESIS

DISCHARGE THROUGH INCLINED GATES

Submitted by

Chia-Shyun Chen

In partial fulfillment of the requirement

for the degree of Master of Science

Colorado State University

Fort Collins Colorado

Spring 1977

ABSTRACT OF THESIS

DISCHARGE THROUGH INCLINED GATES

Fourga1tes one rectangular andthree circular

installed at 45degreesfto the channelbottomAwere investishy

gated The rectangular gate performedtasa-submerged weir

fonly The-circular gates performed as submergedWeirs-when

the upstream water depth was belowtheltop of-the-circular

opening and performed as orifices When the upstream water

depth wasabove the topof the circular opening -Two-kinds

ofnappes surface nappe and plunging nappewereobserved

in the submerged weir flow conditions Weirdischarges under

plunging nappe flow were independent of downstreamwater

depth so these data were used to calibratethe free flow

discharge equations The free flow discharge-coefficient

for the rectangular gate was constant and for the circular

gates was a function of the ratio of upstream head to the

crest height Data for the surface nappe condition were

used to calibrate the submerged flow discharge equations

The submerged flow discharge coefficients for all gates were

functions of submergence ratio and opening configurations

and different by multiplicative constant from reported

coefficient for vertical sharp-crested weirs The discharge

equations for orifice flow were functions of opening configshy

urations

Chia-Shyun Chen Agricultural Engineering DepartmentColorado State University Fort Collins Colorado 80523 Spring 1977

iii

ACKNOWLEDGMENTS

The author wishes to express his sincere thanks to his

adviser Dr William Hart for the time and guidance he put

intothiswork The contributions of-DrEverettrRichardson

and Dr Wynn Walker-are-also appreciated

1 Chi-MeiSpecial thanksilearedue toi the authors wife

who didthe job oftyping the final manuscript1iand encouraged

theauthor all the time

-iThis iwork wassupportedbyfunds from the United States

Agency for International Developm~entunderContract No

AIDcsd-2460 OptimumUtilizatin of WaterResources for

Agriculture with SpeciaLEmphasis on Water Removal and

PDelivery SYStems and Relevant Institutional Development

partia support was also prvvided by USAID Contract

AIDta c-ll00

iv

TABLE OF CONTENTS

ChaptePage

rIST OF - TABLES vii

IST OF FIGURES bull bull A 66 viii

IST OF SYMBOLS- bull X

1 INTRODUCTION bull 1

Purpose 2

Scope bull 2

II DEVELOPMENT OF WEIR AND ORIFICE EQUATIONS 3

General Features 3

Basic Equations for Weirs and Orifices 3

Weir Performance--Submerged

Orifice Equation 4

Weir Equation 7

III DERIVATION OF CIRCULAR WEIR EQUATION 12

Derivation 12

IV SUBMERGED WEIR FLOW ANALYSIS 22

V EXPERIMENT FACILITIES AND GATE GEOMETRIES 29

VI RESULTS AND DISCUSSIONS 36

Results 36

Dimensional Analysis 36 Weir Performance--Free Flow 38

Flow 40 Orifice Performance 45

Discussions 49

Head Measurement 49 The Effect of Submergence Ratio 51 The Discharge Coefficient for

the Inclined Submerged Weir 52

ACKNOWLEDGMENTS

The author wishes to express his sincere thanks-tohis

adviser Dr William Hart for the time anduidance he put t into this work The contributionsf Dr Everett Richardson

and) Dr Wynn Walker are also apprecd6ated

Specia thanksare due tothe-authors wife Chi-Mei

who didthe job oftyping the final manuscript and encouraged

the author-al-l thetime

ThiUsi work was supported by fundsfrom the United States

Agency for International Development under Contract No

AIDcsd-24601 Optimum Utilization of Water Resources for

Agriculture with Special Emphasis on Water Removal and

Delivery Systems and Relevant Institutional Development

Partial support was also provided by USAID Contract

AIDta-c-ll00

iv

LIST OF TABLES

Table Page

1 Values of PL(H1 D) = 11228 (H1D)2

- 2884 (H1D3 462 (H1D)

4

- 8 (HID)5 21

2 Dimensions of Test Gates All Variables Refer to Fig 53 35

3 Discharge Equations for Models Investigated 58

4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m 61

5 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Weir Flow 63

6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Heightof 014 m Orifice Flow 67

7 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Weir Flow 71

8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow 73

9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 018 m Weir Flow 75

10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 018 m Orifice Flow 77

vii

LIST OF FIGURES

F ePage

21 ree Orifice

6 22 SubmergedJet Orifice

Front View of Flow over a Recta~ngular Weir 823

24 ShrCrested -Weir8

1331 Circular Weir

Curve of Function PL(H1D) = 11228 (H D)2

32 3 - (HID)4 168-2884 (HID) 462 bull 20(H1lD)s

41 Submerged Weir 23

Three Types of Weir Flow (After Vennard) bull bull 2742

51 Plan View of Experimental Facilities 30

52 Illustration of Crest Height for Inclindd 33Gate

34 53 Configurations of Gates

61 Free Flow Discharge Coefficient Cdf for

Circular Gates As a Function of Ratio of Upstream Head to Crest Height H1P

= 0090 - 0080 (HIP) CorrelationCidf Coefficient r =0973 39

Submerged Weir Flow Discharge Coefficient62 Cds for Rectangular Gate with a Crest

Height of 008 m As a Function of 1 - S32 S is the Submergence Ratio

Cds= 2069 (1 - $32)0393 Correlation

42=0987 Coefficient r

Submerged Weir Flow Discharge Coefficient63 Cds for 038 m Diameter Circular Gate with

a Crest Height of 014 m As a Function of

1 - s2 S is the Submergence Ratio

= 1128 ( 2 S2)0385 Correlation

Coefficient = 0990 43

viii

LIST OF FIGURES (Continued)

Figure Page

64 Submerged Weir Flow Discharge Coefficient Cds for 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of

1 - S2 S is the Submergence Ratio Cds = 1062 (1 - $2)0 378 Correlation

Coefficient r2 = 0997 44

65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with

a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio

2)0 3 92ds 1210 (1 - Correlation 2Coefficient r = 0993 46

66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H (H1 - H2 ) Q = 136 H0477

Correlation Coefficient r2 = 0992 47

67 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head

Difference H (H1 - H2 ) Q = 133 H0477

2Correlation Coefficient r = 0989 48

68 Submerged Orifice Flow Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of Head

Difference H (H1 - H2 ) Q = 213 H0475

Correlation Coefficient r2 = 0990 50

ix

ISTOF SYMBOLS

Symbol Definition

A Area of flow at weir notch or orifice L2

A0 Areamp-of flowat vena contracta L2k

B Width of channel L

C Cauchy number-

Cc ontraction coefficient

Cd )ischarge coefficient

Cdf )ischarge coefficient for free flow condition

Cds )ischarge coefficient for submerged flow condition

Cv lelocity coefficient

D Diameter of circular weir L

F Froude number 2

g Acceleration due to gravity LTshy

h Head on an elementary area L

H Head difference H1 - H2 L

H1 Upstream head L

H2 Downstream head L

K Coefficient of submerged weir flow discharge coefficient-see Eq 4-4

L Length of rectangular weir notch L

LI Effective length of contracted weir L

m Exponent of submerged weir flow discharge coefficient see Eq 4-4

n Exponent of weir equations

N Number of end contractions

P Crest height L 1

Q Actual total discharge L3Tshy

V

L13T OF SYMBOLS (Continued)

Symbol Definition

Q1 Ideal total discharge L3T1

Qf Free flow discharge L3T I

Qs Submerged flow discharge L3T 1

r Correlation coefficient

R Radius of circular weir L

Re Reynolds number

S Submergence ratio H2H 1 1Velocity of approach LT-

Va Mean velocity in the channel of approach above the crest level LT I

Vb Mean velocity in the channel of approach below the crest level LT-

Vt Theoretical velocity at weir notch or orificeT-1

W Weber number

Y1 Upstream water depth L

Y2 Downstream water depth L

Coefficient corrects for inequality of velocity in the approach channel

- 2 y Specific weight ML-2T

FE Elastic molulus ML-IT- 2

p Density of mass ML

Surface tension MT 2

a 1

Dynamic viscosity ML-1 Tshy

r Gamma function

xi

CHAPTER I

INTRODUCTION

It has been demonstrated that losses along water

courses (channels which receive water from the distributory

and discharge that water into individual farmers fields or

into branch water courses) are a primary cause of low overall

irrigation efficiencies in less developed countries (LDC)

A particular need in overcoming these low efficiencies is

effective control and measurement structures Proper control

structures allow diversion of water to where it is needed

and measurement structures provide the data necessary to

evaluate overall irrigation efficiencies

Two types of gates which can be used as both control

and measurement structures and which are adaptable for use

in LDCs have been designed in Pakistan by the Colorado

State University Water Management Research Group (i) Both

are designed to fit into a channel or channel constriction

of rectangular section One has a rectangular opening and

the other a circular opening Both are installed at a 45

degree inclination to the horizontal so that gravity will

assist in holding the gate in place and in sealing it against

leakage In both cases a compressible sponge rod is used

as the sealing material The gate frames and gate closure

panels are cast of reinforced concrete

Numbers in parentheses refer to similarly numbered items in the Literature Cited

PURPOSE The purpose of hecurrent investigation is-to determine

the diScharge equations of the gates mentioned above

SCOPE

Fourgates werei used in this -study threeof-which have

-a- cir6ularopening the fourth of Which had a rectangular opening The rectangular gate had a0a46mwide opening and

O1 llm high crest For ithe circular gates two opening-a

-diameters were studied 038 mand -046m The 0 46i

diameter gatehad acrest height of 1020m The other two

circular gates had the same diameter opening 0V3 8 but

different crest heights 016 m-and i-022 Im

--The-hydraulic data were collected under-both0 free flow

Land submerged flow conditions The medthod 6f subMerged flowU

analysib reported by Villemonte- (2) was utilized-iif developshy

ing tie ratingcurves for those ates operatingunder subshy

(merged flow conditions Theseratings were then compared

with thosebtainedfor vertical weirs (2) in -oiderto

APTER jII

DEVELOPMENT OWEIR AND ORIFICE EQUATIONS

GENERALFEATURES

By means of the law of energy conservation nearly any

kind of a contraction to flow in a closed conduit or an open

channel can be employed as a metering device In this study

the two types of gates were used as discharge metering

devices The rectangular one performed asasubmeredweir

with partial contraction The circular one performed as an

orifice when the water surface upstream from the gate was

above the top of the opening It performed as a submerged

weir when the upstream water surface drops below the top of

the opening

Generally weirs are classified (3) as head-area meters

They apply only to open conduits and involve a simultaneous

variation of head and area which means that the area of the

fluid flowing through the weir notch is a function of the

upstream head Orifices can be used either in closed conduits

or in open conduits In both cases the cross-sectional area

of the fluid flowing through the opening is cohstant and

hence they are classified as head meters

BASIC EQUATIONS FORWEIRS AND ORIFICES It wasshown byMavis (4) that orifices and Ii simple

exponential-shape weirs bear a single-family reiationship of

the form

=C AHi (2-1)

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 3: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

ABSTRACT OF THESIS

DISCHARGE THROUGH INCLINED GATES

Fourga1tes one rectangular andthree circular

installed at 45degreesfto the channelbottomAwere investishy

gated The rectangular gate performedtasa-submerged weir

fonly The-circular gates performed as submergedWeirs-when

the upstream water depth was belowtheltop of-the-circular

opening and performed as orifices When the upstream water

depth wasabove the topof the circular opening -Two-kinds

ofnappes surface nappe and plunging nappewereobserved

in the submerged weir flow conditions Weirdischarges under

plunging nappe flow were independent of downstreamwater

depth so these data were used to calibratethe free flow

discharge equations The free flow discharge-coefficient

for the rectangular gate was constant and for the circular

gates was a function of the ratio of upstream head to the

crest height Data for the surface nappe condition were

used to calibrate the submerged flow discharge equations

The submerged flow discharge coefficients for all gates were

functions of submergence ratio and opening configurations

and different by multiplicative constant from reported

coefficient for vertical sharp-crested weirs The discharge

equations for orifice flow were functions of opening configshy

urations

Chia-Shyun Chen Agricultural Engineering DepartmentColorado State University Fort Collins Colorado 80523 Spring 1977

iii

ACKNOWLEDGMENTS

The author wishes to express his sincere thanks to his

adviser Dr William Hart for the time and guidance he put

intothiswork The contributions of-DrEverettrRichardson

and Dr Wynn Walker-are-also appreciated

1 Chi-MeiSpecial thanksilearedue toi the authors wife

who didthe job oftyping the final manuscript1iand encouraged

theauthor all the time

-iThis iwork wassupportedbyfunds from the United States

Agency for International Developm~entunderContract No

AIDcsd-2460 OptimumUtilizatin of WaterResources for

Agriculture with SpeciaLEmphasis on Water Removal and

PDelivery SYStems and Relevant Institutional Development

partia support was also prvvided by USAID Contract

AIDta c-ll00

iv

TABLE OF CONTENTS

ChaptePage

rIST OF - TABLES vii

IST OF FIGURES bull bull A 66 viii

IST OF SYMBOLS- bull X

1 INTRODUCTION bull 1

Purpose 2

Scope bull 2

II DEVELOPMENT OF WEIR AND ORIFICE EQUATIONS 3

General Features 3

Basic Equations for Weirs and Orifices 3

Weir Performance--Submerged

Orifice Equation 4

Weir Equation 7

III DERIVATION OF CIRCULAR WEIR EQUATION 12

Derivation 12

IV SUBMERGED WEIR FLOW ANALYSIS 22

V EXPERIMENT FACILITIES AND GATE GEOMETRIES 29

VI RESULTS AND DISCUSSIONS 36

Results 36

Dimensional Analysis 36 Weir Performance--Free Flow 38

Flow 40 Orifice Performance 45

Discussions 49

Head Measurement 49 The Effect of Submergence Ratio 51 The Discharge Coefficient for

the Inclined Submerged Weir 52

ACKNOWLEDGMENTS

The author wishes to express his sincere thanks-tohis

adviser Dr William Hart for the time anduidance he put t into this work The contributionsf Dr Everett Richardson

and) Dr Wynn Walker are also apprecd6ated

Specia thanksare due tothe-authors wife Chi-Mei

who didthe job oftyping the final manuscript and encouraged

the author-al-l thetime

ThiUsi work was supported by fundsfrom the United States

Agency for International Development under Contract No

AIDcsd-24601 Optimum Utilization of Water Resources for

Agriculture with Special Emphasis on Water Removal and

Delivery Systems and Relevant Institutional Development

Partial support was also provided by USAID Contract

AIDta-c-ll00

iv

LIST OF TABLES

Table Page

1 Values of PL(H1 D) = 11228 (H1D)2

- 2884 (H1D3 462 (H1D)

4

- 8 (HID)5 21

2 Dimensions of Test Gates All Variables Refer to Fig 53 35

3 Discharge Equations for Models Investigated 58

4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m 61

5 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Weir Flow 63

6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Heightof 014 m Orifice Flow 67

7 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Weir Flow 71

8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow 73

9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 018 m Weir Flow 75

10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 018 m Orifice Flow 77

vii

LIST OF FIGURES

F ePage

21 ree Orifice

6 22 SubmergedJet Orifice

Front View of Flow over a Recta~ngular Weir 823

24 ShrCrested -Weir8

1331 Circular Weir

Curve of Function PL(H1D) = 11228 (H D)2

32 3 - (HID)4 168-2884 (HID) 462 bull 20(H1lD)s

41 Submerged Weir 23

Three Types of Weir Flow (After Vennard) bull bull 2742

51 Plan View of Experimental Facilities 30

52 Illustration of Crest Height for Inclindd 33Gate

34 53 Configurations of Gates

61 Free Flow Discharge Coefficient Cdf for

Circular Gates As a Function of Ratio of Upstream Head to Crest Height H1P

= 0090 - 0080 (HIP) CorrelationCidf Coefficient r =0973 39

Submerged Weir Flow Discharge Coefficient62 Cds for Rectangular Gate with a Crest

Height of 008 m As a Function of 1 - S32 S is the Submergence Ratio

Cds= 2069 (1 - $32)0393 Correlation

42=0987 Coefficient r

Submerged Weir Flow Discharge Coefficient63 Cds for 038 m Diameter Circular Gate with

a Crest Height of 014 m As a Function of

1 - s2 S is the Submergence Ratio

= 1128 ( 2 S2)0385 Correlation

Coefficient = 0990 43

viii

LIST OF FIGURES (Continued)

Figure Page

64 Submerged Weir Flow Discharge Coefficient Cds for 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of

1 - S2 S is the Submergence Ratio Cds = 1062 (1 - $2)0 378 Correlation

Coefficient r2 = 0997 44

65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with

a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio

2)0 3 92ds 1210 (1 - Correlation 2Coefficient r = 0993 46

66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H (H1 - H2 ) Q = 136 H0477

Correlation Coefficient r2 = 0992 47

67 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head

Difference H (H1 - H2 ) Q = 133 H0477

2Correlation Coefficient r = 0989 48

68 Submerged Orifice Flow Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of Head

Difference H (H1 - H2 ) Q = 213 H0475

Correlation Coefficient r2 = 0990 50

ix

ISTOF SYMBOLS

Symbol Definition

A Area of flow at weir notch or orifice L2

A0 Areamp-of flowat vena contracta L2k

B Width of channel L

C Cauchy number-

Cc ontraction coefficient

Cd )ischarge coefficient

Cdf )ischarge coefficient for free flow condition

Cds )ischarge coefficient for submerged flow condition

Cv lelocity coefficient

D Diameter of circular weir L

F Froude number 2

g Acceleration due to gravity LTshy

h Head on an elementary area L

H Head difference H1 - H2 L

H1 Upstream head L

H2 Downstream head L

K Coefficient of submerged weir flow discharge coefficient-see Eq 4-4

L Length of rectangular weir notch L

LI Effective length of contracted weir L

m Exponent of submerged weir flow discharge coefficient see Eq 4-4

n Exponent of weir equations

N Number of end contractions

P Crest height L 1

Q Actual total discharge L3Tshy

V

L13T OF SYMBOLS (Continued)

Symbol Definition

Q1 Ideal total discharge L3T1

Qf Free flow discharge L3T I

Qs Submerged flow discharge L3T 1

r Correlation coefficient

R Radius of circular weir L

Re Reynolds number

S Submergence ratio H2H 1 1Velocity of approach LT-

Va Mean velocity in the channel of approach above the crest level LT I

Vb Mean velocity in the channel of approach below the crest level LT-

Vt Theoretical velocity at weir notch or orificeT-1

W Weber number

Y1 Upstream water depth L

Y2 Downstream water depth L

Coefficient corrects for inequality of velocity in the approach channel

- 2 y Specific weight ML-2T

FE Elastic molulus ML-IT- 2

p Density of mass ML

Surface tension MT 2

a 1

Dynamic viscosity ML-1 Tshy

r Gamma function

xi

CHAPTER I

INTRODUCTION

It has been demonstrated that losses along water

courses (channels which receive water from the distributory

and discharge that water into individual farmers fields or

into branch water courses) are a primary cause of low overall

irrigation efficiencies in less developed countries (LDC)

A particular need in overcoming these low efficiencies is

effective control and measurement structures Proper control

structures allow diversion of water to where it is needed

and measurement structures provide the data necessary to

evaluate overall irrigation efficiencies

Two types of gates which can be used as both control

and measurement structures and which are adaptable for use

in LDCs have been designed in Pakistan by the Colorado

State University Water Management Research Group (i) Both

are designed to fit into a channel or channel constriction

of rectangular section One has a rectangular opening and

the other a circular opening Both are installed at a 45

degree inclination to the horizontal so that gravity will

assist in holding the gate in place and in sealing it against

leakage In both cases a compressible sponge rod is used

as the sealing material The gate frames and gate closure

panels are cast of reinforced concrete

Numbers in parentheses refer to similarly numbered items in the Literature Cited

PURPOSE The purpose of hecurrent investigation is-to determine

the diScharge equations of the gates mentioned above

SCOPE

Fourgates werei used in this -study threeof-which have

-a- cir6ularopening the fourth of Which had a rectangular opening The rectangular gate had a0a46mwide opening and

O1 llm high crest For ithe circular gates two opening-a

-diameters were studied 038 mand -046m The 0 46i

diameter gatehad acrest height of 1020m The other two

circular gates had the same diameter opening 0V3 8 but

different crest heights 016 m-and i-022 Im

--The-hydraulic data were collected under-both0 free flow

Land submerged flow conditions The medthod 6f subMerged flowU

analysib reported by Villemonte- (2) was utilized-iif developshy

ing tie ratingcurves for those ates operatingunder subshy

(merged flow conditions Theseratings were then compared

with thosebtainedfor vertical weirs (2) in -oiderto

APTER jII

DEVELOPMENT OWEIR AND ORIFICE EQUATIONS

GENERALFEATURES

By means of the law of energy conservation nearly any

kind of a contraction to flow in a closed conduit or an open

channel can be employed as a metering device In this study

the two types of gates were used as discharge metering

devices The rectangular one performed asasubmeredweir

with partial contraction The circular one performed as an

orifice when the water surface upstream from the gate was

above the top of the opening It performed as a submerged

weir when the upstream water surface drops below the top of

the opening

Generally weirs are classified (3) as head-area meters

They apply only to open conduits and involve a simultaneous

variation of head and area which means that the area of the

fluid flowing through the weir notch is a function of the

upstream head Orifices can be used either in closed conduits

or in open conduits In both cases the cross-sectional area

of the fluid flowing through the opening is cohstant and

hence they are classified as head meters

BASIC EQUATIONS FORWEIRS AND ORIFICES It wasshown byMavis (4) that orifices and Ii simple

exponential-shape weirs bear a single-family reiationship of

the form

=C AHi (2-1)

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 4: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

ACKNOWLEDGMENTS

The author wishes to express his sincere thanks to his

adviser Dr William Hart for the time and guidance he put

intothiswork The contributions of-DrEverettrRichardson

and Dr Wynn Walker-are-also appreciated

1 Chi-MeiSpecial thanksilearedue toi the authors wife

who didthe job oftyping the final manuscript1iand encouraged

theauthor all the time

-iThis iwork wassupportedbyfunds from the United States

Agency for International Developm~entunderContract No

AIDcsd-2460 OptimumUtilizatin of WaterResources for

Agriculture with SpeciaLEmphasis on Water Removal and

PDelivery SYStems and Relevant Institutional Development

partia support was also prvvided by USAID Contract

AIDta c-ll00

iv

TABLE OF CONTENTS

ChaptePage

rIST OF - TABLES vii

IST OF FIGURES bull bull A 66 viii

IST OF SYMBOLS- bull X

1 INTRODUCTION bull 1

Purpose 2

Scope bull 2

II DEVELOPMENT OF WEIR AND ORIFICE EQUATIONS 3

General Features 3

Basic Equations for Weirs and Orifices 3

Weir Performance--Submerged

Orifice Equation 4

Weir Equation 7

III DERIVATION OF CIRCULAR WEIR EQUATION 12

Derivation 12

IV SUBMERGED WEIR FLOW ANALYSIS 22

V EXPERIMENT FACILITIES AND GATE GEOMETRIES 29

VI RESULTS AND DISCUSSIONS 36

Results 36

Dimensional Analysis 36 Weir Performance--Free Flow 38

Flow 40 Orifice Performance 45

Discussions 49

Head Measurement 49 The Effect of Submergence Ratio 51 The Discharge Coefficient for

the Inclined Submerged Weir 52

ACKNOWLEDGMENTS

The author wishes to express his sincere thanks-tohis

adviser Dr William Hart for the time anduidance he put t into this work The contributionsf Dr Everett Richardson

and) Dr Wynn Walker are also apprecd6ated

Specia thanksare due tothe-authors wife Chi-Mei

who didthe job oftyping the final manuscript and encouraged

the author-al-l thetime

ThiUsi work was supported by fundsfrom the United States

Agency for International Development under Contract No

AIDcsd-24601 Optimum Utilization of Water Resources for

Agriculture with Special Emphasis on Water Removal and

Delivery Systems and Relevant Institutional Development

Partial support was also provided by USAID Contract

AIDta-c-ll00

iv

LIST OF TABLES

Table Page

1 Values of PL(H1 D) = 11228 (H1D)2

- 2884 (H1D3 462 (H1D)

4

- 8 (HID)5 21

2 Dimensions of Test Gates All Variables Refer to Fig 53 35

3 Discharge Equations for Models Investigated 58

4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m 61

5 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Weir Flow 63

6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Heightof 014 m Orifice Flow 67

7 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Weir Flow 71

8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow 73

9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 018 m Weir Flow 75

10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 018 m Orifice Flow 77

vii

LIST OF FIGURES

F ePage

21 ree Orifice

6 22 SubmergedJet Orifice

Front View of Flow over a Recta~ngular Weir 823

24 ShrCrested -Weir8

1331 Circular Weir

Curve of Function PL(H1D) = 11228 (H D)2

32 3 - (HID)4 168-2884 (HID) 462 bull 20(H1lD)s

41 Submerged Weir 23

Three Types of Weir Flow (After Vennard) bull bull 2742

51 Plan View of Experimental Facilities 30

52 Illustration of Crest Height for Inclindd 33Gate

34 53 Configurations of Gates

61 Free Flow Discharge Coefficient Cdf for

Circular Gates As a Function of Ratio of Upstream Head to Crest Height H1P

= 0090 - 0080 (HIP) CorrelationCidf Coefficient r =0973 39

Submerged Weir Flow Discharge Coefficient62 Cds for Rectangular Gate with a Crest

Height of 008 m As a Function of 1 - S32 S is the Submergence Ratio

Cds= 2069 (1 - $32)0393 Correlation

42=0987 Coefficient r

Submerged Weir Flow Discharge Coefficient63 Cds for 038 m Diameter Circular Gate with

a Crest Height of 014 m As a Function of

1 - s2 S is the Submergence Ratio

= 1128 ( 2 S2)0385 Correlation

Coefficient = 0990 43

viii

LIST OF FIGURES (Continued)

Figure Page

64 Submerged Weir Flow Discharge Coefficient Cds for 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of

1 - S2 S is the Submergence Ratio Cds = 1062 (1 - $2)0 378 Correlation

Coefficient r2 = 0997 44

65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with

a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio

2)0 3 92ds 1210 (1 - Correlation 2Coefficient r = 0993 46

66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H (H1 - H2 ) Q = 136 H0477

Correlation Coefficient r2 = 0992 47

67 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head

Difference H (H1 - H2 ) Q = 133 H0477

2Correlation Coefficient r = 0989 48

68 Submerged Orifice Flow Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of Head

Difference H (H1 - H2 ) Q = 213 H0475

Correlation Coefficient r2 = 0990 50

ix

ISTOF SYMBOLS

Symbol Definition

A Area of flow at weir notch or orifice L2

A0 Areamp-of flowat vena contracta L2k

B Width of channel L

C Cauchy number-

Cc ontraction coefficient

Cd )ischarge coefficient

Cdf )ischarge coefficient for free flow condition

Cds )ischarge coefficient for submerged flow condition

Cv lelocity coefficient

D Diameter of circular weir L

F Froude number 2

g Acceleration due to gravity LTshy

h Head on an elementary area L

H Head difference H1 - H2 L

H1 Upstream head L

H2 Downstream head L

K Coefficient of submerged weir flow discharge coefficient-see Eq 4-4

L Length of rectangular weir notch L

LI Effective length of contracted weir L

m Exponent of submerged weir flow discharge coefficient see Eq 4-4

n Exponent of weir equations

N Number of end contractions

P Crest height L 1

Q Actual total discharge L3Tshy

V

L13T OF SYMBOLS (Continued)

Symbol Definition

Q1 Ideal total discharge L3T1

Qf Free flow discharge L3T I

Qs Submerged flow discharge L3T 1

r Correlation coefficient

R Radius of circular weir L

Re Reynolds number

S Submergence ratio H2H 1 1Velocity of approach LT-

Va Mean velocity in the channel of approach above the crest level LT I

Vb Mean velocity in the channel of approach below the crest level LT-

Vt Theoretical velocity at weir notch or orificeT-1

W Weber number

Y1 Upstream water depth L

Y2 Downstream water depth L

Coefficient corrects for inequality of velocity in the approach channel

- 2 y Specific weight ML-2T

FE Elastic molulus ML-IT- 2

p Density of mass ML

Surface tension MT 2

a 1

Dynamic viscosity ML-1 Tshy

r Gamma function

xi

CHAPTER I

INTRODUCTION

It has been demonstrated that losses along water

courses (channels which receive water from the distributory

and discharge that water into individual farmers fields or

into branch water courses) are a primary cause of low overall

irrigation efficiencies in less developed countries (LDC)

A particular need in overcoming these low efficiencies is

effective control and measurement structures Proper control

structures allow diversion of water to where it is needed

and measurement structures provide the data necessary to

evaluate overall irrigation efficiencies

Two types of gates which can be used as both control

and measurement structures and which are adaptable for use

in LDCs have been designed in Pakistan by the Colorado

State University Water Management Research Group (i) Both

are designed to fit into a channel or channel constriction

of rectangular section One has a rectangular opening and

the other a circular opening Both are installed at a 45

degree inclination to the horizontal so that gravity will

assist in holding the gate in place and in sealing it against

leakage In both cases a compressible sponge rod is used

as the sealing material The gate frames and gate closure

panels are cast of reinforced concrete

Numbers in parentheses refer to similarly numbered items in the Literature Cited

PURPOSE The purpose of hecurrent investigation is-to determine

the diScharge equations of the gates mentioned above

SCOPE

Fourgates werei used in this -study threeof-which have

-a- cir6ularopening the fourth of Which had a rectangular opening The rectangular gate had a0a46mwide opening and

O1 llm high crest For ithe circular gates two opening-a

-diameters were studied 038 mand -046m The 0 46i

diameter gatehad acrest height of 1020m The other two

circular gates had the same diameter opening 0V3 8 but

different crest heights 016 m-and i-022 Im

--The-hydraulic data were collected under-both0 free flow

Land submerged flow conditions The medthod 6f subMerged flowU

analysib reported by Villemonte- (2) was utilized-iif developshy

ing tie ratingcurves for those ates operatingunder subshy

(merged flow conditions Theseratings were then compared

with thosebtainedfor vertical weirs (2) in -oiderto

APTER jII

DEVELOPMENT OWEIR AND ORIFICE EQUATIONS

GENERALFEATURES

By means of the law of energy conservation nearly any

kind of a contraction to flow in a closed conduit or an open

channel can be employed as a metering device In this study

the two types of gates were used as discharge metering

devices The rectangular one performed asasubmeredweir

with partial contraction The circular one performed as an

orifice when the water surface upstream from the gate was

above the top of the opening It performed as a submerged

weir when the upstream water surface drops below the top of

the opening

Generally weirs are classified (3) as head-area meters

They apply only to open conduits and involve a simultaneous

variation of head and area which means that the area of the

fluid flowing through the weir notch is a function of the

upstream head Orifices can be used either in closed conduits

or in open conduits In both cases the cross-sectional area

of the fluid flowing through the opening is cohstant and

hence they are classified as head meters

BASIC EQUATIONS FORWEIRS AND ORIFICES It wasshown byMavis (4) that orifices and Ii simple

exponential-shape weirs bear a single-family reiationship of

the form

=C AHi (2-1)

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 5: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

TABLE OF CONTENTS

ChaptePage

rIST OF - TABLES vii

IST OF FIGURES bull bull A 66 viii

IST OF SYMBOLS- bull X

1 INTRODUCTION bull 1

Purpose 2

Scope bull 2

II DEVELOPMENT OF WEIR AND ORIFICE EQUATIONS 3

General Features 3

Basic Equations for Weirs and Orifices 3

Weir Performance--Submerged

Orifice Equation 4

Weir Equation 7

III DERIVATION OF CIRCULAR WEIR EQUATION 12

Derivation 12

IV SUBMERGED WEIR FLOW ANALYSIS 22

V EXPERIMENT FACILITIES AND GATE GEOMETRIES 29

VI RESULTS AND DISCUSSIONS 36

Results 36

Dimensional Analysis 36 Weir Performance--Free Flow 38

Flow 40 Orifice Performance 45

Discussions 49

Head Measurement 49 The Effect of Submergence Ratio 51 The Discharge Coefficient for

the Inclined Submerged Weir 52

ACKNOWLEDGMENTS

The author wishes to express his sincere thanks-tohis

adviser Dr William Hart for the time anduidance he put t into this work The contributionsf Dr Everett Richardson

and) Dr Wynn Walker are also apprecd6ated

Specia thanksare due tothe-authors wife Chi-Mei

who didthe job oftyping the final manuscript and encouraged

the author-al-l thetime

ThiUsi work was supported by fundsfrom the United States

Agency for International Development under Contract No

AIDcsd-24601 Optimum Utilization of Water Resources for

Agriculture with Special Emphasis on Water Removal and

Delivery Systems and Relevant Institutional Development

Partial support was also provided by USAID Contract

AIDta-c-ll00

iv

LIST OF TABLES

Table Page

1 Values of PL(H1 D) = 11228 (H1D)2

- 2884 (H1D3 462 (H1D)

4

- 8 (HID)5 21

2 Dimensions of Test Gates All Variables Refer to Fig 53 35

3 Discharge Equations for Models Investigated 58

4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m 61

5 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Weir Flow 63

6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Heightof 014 m Orifice Flow 67

7 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Weir Flow 71

8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow 73

9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 018 m Weir Flow 75

10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 018 m Orifice Flow 77

vii

LIST OF FIGURES

F ePage

21 ree Orifice

6 22 SubmergedJet Orifice

Front View of Flow over a Recta~ngular Weir 823

24 ShrCrested -Weir8

1331 Circular Weir

Curve of Function PL(H1D) = 11228 (H D)2

32 3 - (HID)4 168-2884 (HID) 462 bull 20(H1lD)s

41 Submerged Weir 23

Three Types of Weir Flow (After Vennard) bull bull 2742

51 Plan View of Experimental Facilities 30

52 Illustration of Crest Height for Inclindd 33Gate

34 53 Configurations of Gates

61 Free Flow Discharge Coefficient Cdf for

Circular Gates As a Function of Ratio of Upstream Head to Crest Height H1P

= 0090 - 0080 (HIP) CorrelationCidf Coefficient r =0973 39

Submerged Weir Flow Discharge Coefficient62 Cds for Rectangular Gate with a Crest

Height of 008 m As a Function of 1 - S32 S is the Submergence Ratio

Cds= 2069 (1 - $32)0393 Correlation

42=0987 Coefficient r

Submerged Weir Flow Discharge Coefficient63 Cds for 038 m Diameter Circular Gate with

a Crest Height of 014 m As a Function of

1 - s2 S is the Submergence Ratio

= 1128 ( 2 S2)0385 Correlation

Coefficient = 0990 43

viii

LIST OF FIGURES (Continued)

Figure Page

64 Submerged Weir Flow Discharge Coefficient Cds for 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of

1 - S2 S is the Submergence Ratio Cds = 1062 (1 - $2)0 378 Correlation

Coefficient r2 = 0997 44

65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with

a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio

2)0 3 92ds 1210 (1 - Correlation 2Coefficient r = 0993 46

66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H (H1 - H2 ) Q = 136 H0477

Correlation Coefficient r2 = 0992 47

67 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head

Difference H (H1 - H2 ) Q = 133 H0477

2Correlation Coefficient r = 0989 48

68 Submerged Orifice Flow Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of Head

Difference H (H1 - H2 ) Q = 213 H0475

Correlation Coefficient r2 = 0990 50

ix

ISTOF SYMBOLS

Symbol Definition

A Area of flow at weir notch or orifice L2

A0 Areamp-of flowat vena contracta L2k

B Width of channel L

C Cauchy number-

Cc ontraction coefficient

Cd )ischarge coefficient

Cdf )ischarge coefficient for free flow condition

Cds )ischarge coefficient for submerged flow condition

Cv lelocity coefficient

D Diameter of circular weir L

F Froude number 2

g Acceleration due to gravity LTshy

h Head on an elementary area L

H Head difference H1 - H2 L

H1 Upstream head L

H2 Downstream head L

K Coefficient of submerged weir flow discharge coefficient-see Eq 4-4

L Length of rectangular weir notch L

LI Effective length of contracted weir L

m Exponent of submerged weir flow discharge coefficient see Eq 4-4

n Exponent of weir equations

N Number of end contractions

P Crest height L 1

Q Actual total discharge L3Tshy

V

L13T OF SYMBOLS (Continued)

Symbol Definition

Q1 Ideal total discharge L3T1

Qf Free flow discharge L3T I

Qs Submerged flow discharge L3T 1

r Correlation coefficient

R Radius of circular weir L

Re Reynolds number

S Submergence ratio H2H 1 1Velocity of approach LT-

Va Mean velocity in the channel of approach above the crest level LT I

Vb Mean velocity in the channel of approach below the crest level LT-

Vt Theoretical velocity at weir notch or orificeT-1

W Weber number

Y1 Upstream water depth L

Y2 Downstream water depth L

Coefficient corrects for inequality of velocity in the approach channel

- 2 y Specific weight ML-2T

FE Elastic molulus ML-IT- 2

p Density of mass ML

Surface tension MT 2

a 1

Dynamic viscosity ML-1 Tshy

r Gamma function

xi

CHAPTER I

INTRODUCTION

It has been demonstrated that losses along water

courses (channels which receive water from the distributory

and discharge that water into individual farmers fields or

into branch water courses) are a primary cause of low overall

irrigation efficiencies in less developed countries (LDC)

A particular need in overcoming these low efficiencies is

effective control and measurement structures Proper control

structures allow diversion of water to where it is needed

and measurement structures provide the data necessary to

evaluate overall irrigation efficiencies

Two types of gates which can be used as both control

and measurement structures and which are adaptable for use

in LDCs have been designed in Pakistan by the Colorado

State University Water Management Research Group (i) Both

are designed to fit into a channel or channel constriction

of rectangular section One has a rectangular opening and

the other a circular opening Both are installed at a 45

degree inclination to the horizontal so that gravity will

assist in holding the gate in place and in sealing it against

leakage In both cases a compressible sponge rod is used

as the sealing material The gate frames and gate closure

panels are cast of reinforced concrete

Numbers in parentheses refer to similarly numbered items in the Literature Cited

PURPOSE The purpose of hecurrent investigation is-to determine

the diScharge equations of the gates mentioned above

SCOPE

Fourgates werei used in this -study threeof-which have

-a- cir6ularopening the fourth of Which had a rectangular opening The rectangular gate had a0a46mwide opening and

O1 llm high crest For ithe circular gates two opening-a

-diameters were studied 038 mand -046m The 0 46i

diameter gatehad acrest height of 1020m The other two

circular gates had the same diameter opening 0V3 8 but

different crest heights 016 m-and i-022 Im

--The-hydraulic data were collected under-both0 free flow

Land submerged flow conditions The medthod 6f subMerged flowU

analysib reported by Villemonte- (2) was utilized-iif developshy

ing tie ratingcurves for those ates operatingunder subshy

(merged flow conditions Theseratings were then compared

with thosebtainedfor vertical weirs (2) in -oiderto

APTER jII

DEVELOPMENT OWEIR AND ORIFICE EQUATIONS

GENERALFEATURES

By means of the law of energy conservation nearly any

kind of a contraction to flow in a closed conduit or an open

channel can be employed as a metering device In this study

the two types of gates were used as discharge metering

devices The rectangular one performed asasubmeredweir

with partial contraction The circular one performed as an

orifice when the water surface upstream from the gate was

above the top of the opening It performed as a submerged

weir when the upstream water surface drops below the top of

the opening

Generally weirs are classified (3) as head-area meters

They apply only to open conduits and involve a simultaneous

variation of head and area which means that the area of the

fluid flowing through the weir notch is a function of the

upstream head Orifices can be used either in closed conduits

or in open conduits In both cases the cross-sectional area

of the fluid flowing through the opening is cohstant and

hence they are classified as head meters

BASIC EQUATIONS FORWEIRS AND ORIFICES It wasshown byMavis (4) that orifices and Ii simple

exponential-shape weirs bear a single-family reiationship of

the form

=C AHi (2-1)

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 6: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

ACKNOWLEDGMENTS

The author wishes to express his sincere thanks-tohis

adviser Dr William Hart for the time anduidance he put t into this work The contributionsf Dr Everett Richardson

and) Dr Wynn Walker are also apprecd6ated

Specia thanksare due tothe-authors wife Chi-Mei

who didthe job oftyping the final manuscript and encouraged

the author-al-l thetime

ThiUsi work was supported by fundsfrom the United States

Agency for International Development under Contract No

AIDcsd-24601 Optimum Utilization of Water Resources for

Agriculture with Special Emphasis on Water Removal and

Delivery Systems and Relevant Institutional Development

Partial support was also provided by USAID Contract

AIDta-c-ll00

iv

LIST OF TABLES

Table Page

1 Values of PL(H1 D) = 11228 (H1D)2

- 2884 (H1D3 462 (H1D)

4

- 8 (HID)5 21

2 Dimensions of Test Gates All Variables Refer to Fig 53 35

3 Discharge Equations for Models Investigated 58

4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m 61

5 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Weir Flow 63

6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Heightof 014 m Orifice Flow 67

7 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Weir Flow 71

8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow 73

9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 018 m Weir Flow 75

10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 018 m Orifice Flow 77

vii

LIST OF FIGURES

F ePage

21 ree Orifice

6 22 SubmergedJet Orifice

Front View of Flow over a Recta~ngular Weir 823

24 ShrCrested -Weir8

1331 Circular Weir

Curve of Function PL(H1D) = 11228 (H D)2

32 3 - (HID)4 168-2884 (HID) 462 bull 20(H1lD)s

41 Submerged Weir 23

Three Types of Weir Flow (After Vennard) bull bull 2742

51 Plan View of Experimental Facilities 30

52 Illustration of Crest Height for Inclindd 33Gate

34 53 Configurations of Gates

61 Free Flow Discharge Coefficient Cdf for

Circular Gates As a Function of Ratio of Upstream Head to Crest Height H1P

= 0090 - 0080 (HIP) CorrelationCidf Coefficient r =0973 39

Submerged Weir Flow Discharge Coefficient62 Cds for Rectangular Gate with a Crest

Height of 008 m As a Function of 1 - S32 S is the Submergence Ratio

Cds= 2069 (1 - $32)0393 Correlation

42=0987 Coefficient r

Submerged Weir Flow Discharge Coefficient63 Cds for 038 m Diameter Circular Gate with

a Crest Height of 014 m As a Function of

1 - s2 S is the Submergence Ratio

= 1128 ( 2 S2)0385 Correlation

Coefficient = 0990 43

viii

LIST OF FIGURES (Continued)

Figure Page

64 Submerged Weir Flow Discharge Coefficient Cds for 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of

1 - S2 S is the Submergence Ratio Cds = 1062 (1 - $2)0 378 Correlation

Coefficient r2 = 0997 44

65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with

a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio

2)0 3 92ds 1210 (1 - Correlation 2Coefficient r = 0993 46

66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H (H1 - H2 ) Q = 136 H0477

Correlation Coefficient r2 = 0992 47

67 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head

Difference H (H1 - H2 ) Q = 133 H0477

2Correlation Coefficient r = 0989 48

68 Submerged Orifice Flow Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of Head

Difference H (H1 - H2 ) Q = 213 H0475

Correlation Coefficient r2 = 0990 50

ix

ISTOF SYMBOLS

Symbol Definition

A Area of flow at weir notch or orifice L2

A0 Areamp-of flowat vena contracta L2k

B Width of channel L

C Cauchy number-

Cc ontraction coefficient

Cd )ischarge coefficient

Cdf )ischarge coefficient for free flow condition

Cds )ischarge coefficient for submerged flow condition

Cv lelocity coefficient

D Diameter of circular weir L

F Froude number 2

g Acceleration due to gravity LTshy

h Head on an elementary area L

H Head difference H1 - H2 L

H1 Upstream head L

H2 Downstream head L

K Coefficient of submerged weir flow discharge coefficient-see Eq 4-4

L Length of rectangular weir notch L

LI Effective length of contracted weir L

m Exponent of submerged weir flow discharge coefficient see Eq 4-4

n Exponent of weir equations

N Number of end contractions

P Crest height L 1

Q Actual total discharge L3Tshy

V

L13T OF SYMBOLS (Continued)

Symbol Definition

Q1 Ideal total discharge L3T1

Qf Free flow discharge L3T I

Qs Submerged flow discharge L3T 1

r Correlation coefficient

R Radius of circular weir L

Re Reynolds number

S Submergence ratio H2H 1 1Velocity of approach LT-

Va Mean velocity in the channel of approach above the crest level LT I

Vb Mean velocity in the channel of approach below the crest level LT-

Vt Theoretical velocity at weir notch or orificeT-1

W Weber number

Y1 Upstream water depth L

Y2 Downstream water depth L

Coefficient corrects for inequality of velocity in the approach channel

- 2 y Specific weight ML-2T

FE Elastic molulus ML-IT- 2

p Density of mass ML

Surface tension MT 2

a 1

Dynamic viscosity ML-1 Tshy

r Gamma function

xi

CHAPTER I

INTRODUCTION

It has been demonstrated that losses along water

courses (channels which receive water from the distributory

and discharge that water into individual farmers fields or

into branch water courses) are a primary cause of low overall

irrigation efficiencies in less developed countries (LDC)

A particular need in overcoming these low efficiencies is

effective control and measurement structures Proper control

structures allow diversion of water to where it is needed

and measurement structures provide the data necessary to

evaluate overall irrigation efficiencies

Two types of gates which can be used as both control

and measurement structures and which are adaptable for use

in LDCs have been designed in Pakistan by the Colorado

State University Water Management Research Group (i) Both

are designed to fit into a channel or channel constriction

of rectangular section One has a rectangular opening and

the other a circular opening Both are installed at a 45

degree inclination to the horizontal so that gravity will

assist in holding the gate in place and in sealing it against

leakage In both cases a compressible sponge rod is used

as the sealing material The gate frames and gate closure

panels are cast of reinforced concrete

Numbers in parentheses refer to similarly numbered items in the Literature Cited

PURPOSE The purpose of hecurrent investigation is-to determine

the diScharge equations of the gates mentioned above

SCOPE

Fourgates werei used in this -study threeof-which have

-a- cir6ularopening the fourth of Which had a rectangular opening The rectangular gate had a0a46mwide opening and

O1 llm high crest For ithe circular gates two opening-a

-diameters were studied 038 mand -046m The 0 46i

diameter gatehad acrest height of 1020m The other two

circular gates had the same diameter opening 0V3 8 but

different crest heights 016 m-and i-022 Im

--The-hydraulic data were collected under-both0 free flow

Land submerged flow conditions The medthod 6f subMerged flowU

analysib reported by Villemonte- (2) was utilized-iif developshy

ing tie ratingcurves for those ates operatingunder subshy

(merged flow conditions Theseratings were then compared

with thosebtainedfor vertical weirs (2) in -oiderto

APTER jII

DEVELOPMENT OWEIR AND ORIFICE EQUATIONS

GENERALFEATURES

By means of the law of energy conservation nearly any

kind of a contraction to flow in a closed conduit or an open

channel can be employed as a metering device In this study

the two types of gates were used as discharge metering

devices The rectangular one performed asasubmeredweir

with partial contraction The circular one performed as an

orifice when the water surface upstream from the gate was

above the top of the opening It performed as a submerged

weir when the upstream water surface drops below the top of

the opening

Generally weirs are classified (3) as head-area meters

They apply only to open conduits and involve a simultaneous

variation of head and area which means that the area of the

fluid flowing through the weir notch is a function of the

upstream head Orifices can be used either in closed conduits

or in open conduits In both cases the cross-sectional area

of the fluid flowing through the opening is cohstant and

hence they are classified as head meters

BASIC EQUATIONS FORWEIRS AND ORIFICES It wasshown byMavis (4) that orifices and Ii simple

exponential-shape weirs bear a single-family reiationship of

the form

=C AHi (2-1)

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 7: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

LIST OF TABLES

Table Page

1 Values of PL(H1 D) = 11228 (H1D)2

- 2884 (H1D3 462 (H1D)

4

- 8 (HID)5 21

2 Dimensions of Test Gates All Variables Refer to Fig 53 35

3 Discharge Equations for Models Investigated 58

4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m 61

5 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Weir Flow 63

6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Heightof 014 m Orifice Flow 67

7 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Weir Flow 71

8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow 73

9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 018 m Weir Flow 75

10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 018 m Orifice Flow 77

vii

LIST OF FIGURES

F ePage

21 ree Orifice

6 22 SubmergedJet Orifice

Front View of Flow over a Recta~ngular Weir 823

24 ShrCrested -Weir8

1331 Circular Weir

Curve of Function PL(H1D) = 11228 (H D)2

32 3 - (HID)4 168-2884 (HID) 462 bull 20(H1lD)s

41 Submerged Weir 23

Three Types of Weir Flow (After Vennard) bull bull 2742

51 Plan View of Experimental Facilities 30

52 Illustration of Crest Height for Inclindd 33Gate

34 53 Configurations of Gates

61 Free Flow Discharge Coefficient Cdf for

Circular Gates As a Function of Ratio of Upstream Head to Crest Height H1P

= 0090 - 0080 (HIP) CorrelationCidf Coefficient r =0973 39

Submerged Weir Flow Discharge Coefficient62 Cds for Rectangular Gate with a Crest

Height of 008 m As a Function of 1 - S32 S is the Submergence Ratio

Cds= 2069 (1 - $32)0393 Correlation

42=0987 Coefficient r

Submerged Weir Flow Discharge Coefficient63 Cds for 038 m Diameter Circular Gate with

a Crest Height of 014 m As a Function of

1 - s2 S is the Submergence Ratio

= 1128 ( 2 S2)0385 Correlation

Coefficient = 0990 43

viii

LIST OF FIGURES (Continued)

Figure Page

64 Submerged Weir Flow Discharge Coefficient Cds for 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of

1 - S2 S is the Submergence Ratio Cds = 1062 (1 - $2)0 378 Correlation

Coefficient r2 = 0997 44

65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with

a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio

2)0 3 92ds 1210 (1 - Correlation 2Coefficient r = 0993 46

66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H (H1 - H2 ) Q = 136 H0477

Correlation Coefficient r2 = 0992 47

67 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head

Difference H (H1 - H2 ) Q = 133 H0477

2Correlation Coefficient r = 0989 48

68 Submerged Orifice Flow Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of Head

Difference H (H1 - H2 ) Q = 213 H0475

Correlation Coefficient r2 = 0990 50

ix

ISTOF SYMBOLS

Symbol Definition

A Area of flow at weir notch or orifice L2

A0 Areamp-of flowat vena contracta L2k

B Width of channel L

C Cauchy number-

Cc ontraction coefficient

Cd )ischarge coefficient

Cdf )ischarge coefficient for free flow condition

Cds )ischarge coefficient for submerged flow condition

Cv lelocity coefficient

D Diameter of circular weir L

F Froude number 2

g Acceleration due to gravity LTshy

h Head on an elementary area L

H Head difference H1 - H2 L

H1 Upstream head L

H2 Downstream head L

K Coefficient of submerged weir flow discharge coefficient-see Eq 4-4

L Length of rectangular weir notch L

LI Effective length of contracted weir L

m Exponent of submerged weir flow discharge coefficient see Eq 4-4

n Exponent of weir equations

N Number of end contractions

P Crest height L 1

Q Actual total discharge L3Tshy

V

L13T OF SYMBOLS (Continued)

Symbol Definition

Q1 Ideal total discharge L3T1

Qf Free flow discharge L3T I

Qs Submerged flow discharge L3T 1

r Correlation coefficient

R Radius of circular weir L

Re Reynolds number

S Submergence ratio H2H 1 1Velocity of approach LT-

Va Mean velocity in the channel of approach above the crest level LT I

Vb Mean velocity in the channel of approach below the crest level LT-

Vt Theoretical velocity at weir notch or orificeT-1

W Weber number

Y1 Upstream water depth L

Y2 Downstream water depth L

Coefficient corrects for inequality of velocity in the approach channel

- 2 y Specific weight ML-2T

FE Elastic molulus ML-IT- 2

p Density of mass ML

Surface tension MT 2

a 1

Dynamic viscosity ML-1 Tshy

r Gamma function

xi

CHAPTER I

INTRODUCTION

It has been demonstrated that losses along water

courses (channels which receive water from the distributory

and discharge that water into individual farmers fields or

into branch water courses) are a primary cause of low overall

irrigation efficiencies in less developed countries (LDC)

A particular need in overcoming these low efficiencies is

effective control and measurement structures Proper control

structures allow diversion of water to where it is needed

and measurement structures provide the data necessary to

evaluate overall irrigation efficiencies

Two types of gates which can be used as both control

and measurement structures and which are adaptable for use

in LDCs have been designed in Pakistan by the Colorado

State University Water Management Research Group (i) Both

are designed to fit into a channel or channel constriction

of rectangular section One has a rectangular opening and

the other a circular opening Both are installed at a 45

degree inclination to the horizontal so that gravity will

assist in holding the gate in place and in sealing it against

leakage In both cases a compressible sponge rod is used

as the sealing material The gate frames and gate closure

panels are cast of reinforced concrete

Numbers in parentheses refer to similarly numbered items in the Literature Cited

PURPOSE The purpose of hecurrent investigation is-to determine

the diScharge equations of the gates mentioned above

SCOPE

Fourgates werei used in this -study threeof-which have

-a- cir6ularopening the fourth of Which had a rectangular opening The rectangular gate had a0a46mwide opening and

O1 llm high crest For ithe circular gates two opening-a

-diameters were studied 038 mand -046m The 0 46i

diameter gatehad acrest height of 1020m The other two

circular gates had the same diameter opening 0V3 8 but

different crest heights 016 m-and i-022 Im

--The-hydraulic data were collected under-both0 free flow

Land submerged flow conditions The medthod 6f subMerged flowU

analysib reported by Villemonte- (2) was utilized-iif developshy

ing tie ratingcurves for those ates operatingunder subshy

(merged flow conditions Theseratings were then compared

with thosebtainedfor vertical weirs (2) in -oiderto

APTER jII

DEVELOPMENT OWEIR AND ORIFICE EQUATIONS

GENERALFEATURES

By means of the law of energy conservation nearly any

kind of a contraction to flow in a closed conduit or an open

channel can be employed as a metering device In this study

the two types of gates were used as discharge metering

devices The rectangular one performed asasubmeredweir

with partial contraction The circular one performed as an

orifice when the water surface upstream from the gate was

above the top of the opening It performed as a submerged

weir when the upstream water surface drops below the top of

the opening

Generally weirs are classified (3) as head-area meters

They apply only to open conduits and involve a simultaneous

variation of head and area which means that the area of the

fluid flowing through the weir notch is a function of the

upstream head Orifices can be used either in closed conduits

or in open conduits In both cases the cross-sectional area

of the fluid flowing through the opening is cohstant and

hence they are classified as head meters

BASIC EQUATIONS FORWEIRS AND ORIFICES It wasshown byMavis (4) that orifices and Ii simple

exponential-shape weirs bear a single-family reiationship of

the form

=C AHi (2-1)

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 8: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

LIST OF FIGURES

F ePage

21 ree Orifice

6 22 SubmergedJet Orifice

Front View of Flow over a Recta~ngular Weir 823

24 ShrCrested -Weir8

1331 Circular Weir

Curve of Function PL(H1D) = 11228 (H D)2

32 3 - (HID)4 168-2884 (HID) 462 bull 20(H1lD)s

41 Submerged Weir 23

Three Types of Weir Flow (After Vennard) bull bull 2742

51 Plan View of Experimental Facilities 30

52 Illustration of Crest Height for Inclindd 33Gate

34 53 Configurations of Gates

61 Free Flow Discharge Coefficient Cdf for

Circular Gates As a Function of Ratio of Upstream Head to Crest Height H1P

= 0090 - 0080 (HIP) CorrelationCidf Coefficient r =0973 39

Submerged Weir Flow Discharge Coefficient62 Cds for Rectangular Gate with a Crest

Height of 008 m As a Function of 1 - S32 S is the Submergence Ratio

Cds= 2069 (1 - $32)0393 Correlation

42=0987 Coefficient r

Submerged Weir Flow Discharge Coefficient63 Cds for 038 m Diameter Circular Gate with

a Crest Height of 014 m As a Function of

1 - s2 S is the Submergence Ratio

= 1128 ( 2 S2)0385 Correlation

Coefficient = 0990 43

viii

LIST OF FIGURES (Continued)

Figure Page

64 Submerged Weir Flow Discharge Coefficient Cds for 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of

1 - S2 S is the Submergence Ratio Cds = 1062 (1 - $2)0 378 Correlation

Coefficient r2 = 0997 44

65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with

a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio

2)0 3 92ds 1210 (1 - Correlation 2Coefficient r = 0993 46

66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H (H1 - H2 ) Q = 136 H0477

Correlation Coefficient r2 = 0992 47

67 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head

Difference H (H1 - H2 ) Q = 133 H0477

2Correlation Coefficient r = 0989 48

68 Submerged Orifice Flow Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of Head

Difference H (H1 - H2 ) Q = 213 H0475

Correlation Coefficient r2 = 0990 50

ix

ISTOF SYMBOLS

Symbol Definition

A Area of flow at weir notch or orifice L2

A0 Areamp-of flowat vena contracta L2k

B Width of channel L

C Cauchy number-

Cc ontraction coefficient

Cd )ischarge coefficient

Cdf )ischarge coefficient for free flow condition

Cds )ischarge coefficient for submerged flow condition

Cv lelocity coefficient

D Diameter of circular weir L

F Froude number 2

g Acceleration due to gravity LTshy

h Head on an elementary area L

H Head difference H1 - H2 L

H1 Upstream head L

H2 Downstream head L

K Coefficient of submerged weir flow discharge coefficient-see Eq 4-4

L Length of rectangular weir notch L

LI Effective length of contracted weir L

m Exponent of submerged weir flow discharge coefficient see Eq 4-4

n Exponent of weir equations

N Number of end contractions

P Crest height L 1

Q Actual total discharge L3Tshy

V

L13T OF SYMBOLS (Continued)

Symbol Definition

Q1 Ideal total discharge L3T1

Qf Free flow discharge L3T I

Qs Submerged flow discharge L3T 1

r Correlation coefficient

R Radius of circular weir L

Re Reynolds number

S Submergence ratio H2H 1 1Velocity of approach LT-

Va Mean velocity in the channel of approach above the crest level LT I

Vb Mean velocity in the channel of approach below the crest level LT-

Vt Theoretical velocity at weir notch or orificeT-1

W Weber number

Y1 Upstream water depth L

Y2 Downstream water depth L

Coefficient corrects for inequality of velocity in the approach channel

- 2 y Specific weight ML-2T

FE Elastic molulus ML-IT- 2

p Density of mass ML

Surface tension MT 2

a 1

Dynamic viscosity ML-1 Tshy

r Gamma function

xi

CHAPTER I

INTRODUCTION

It has been demonstrated that losses along water

courses (channels which receive water from the distributory

and discharge that water into individual farmers fields or

into branch water courses) are a primary cause of low overall

irrigation efficiencies in less developed countries (LDC)

A particular need in overcoming these low efficiencies is

effective control and measurement structures Proper control

structures allow diversion of water to where it is needed

and measurement structures provide the data necessary to

evaluate overall irrigation efficiencies

Two types of gates which can be used as both control

and measurement structures and which are adaptable for use

in LDCs have been designed in Pakistan by the Colorado

State University Water Management Research Group (i) Both

are designed to fit into a channel or channel constriction

of rectangular section One has a rectangular opening and

the other a circular opening Both are installed at a 45

degree inclination to the horizontal so that gravity will

assist in holding the gate in place and in sealing it against

leakage In both cases a compressible sponge rod is used

as the sealing material The gate frames and gate closure

panels are cast of reinforced concrete

Numbers in parentheses refer to similarly numbered items in the Literature Cited

PURPOSE The purpose of hecurrent investigation is-to determine

the diScharge equations of the gates mentioned above

SCOPE

Fourgates werei used in this -study threeof-which have

-a- cir6ularopening the fourth of Which had a rectangular opening The rectangular gate had a0a46mwide opening and

O1 llm high crest For ithe circular gates two opening-a

-diameters were studied 038 mand -046m The 0 46i

diameter gatehad acrest height of 1020m The other two

circular gates had the same diameter opening 0V3 8 but

different crest heights 016 m-and i-022 Im

--The-hydraulic data were collected under-both0 free flow

Land submerged flow conditions The medthod 6f subMerged flowU

analysib reported by Villemonte- (2) was utilized-iif developshy

ing tie ratingcurves for those ates operatingunder subshy

(merged flow conditions Theseratings were then compared

with thosebtainedfor vertical weirs (2) in -oiderto

APTER jII

DEVELOPMENT OWEIR AND ORIFICE EQUATIONS

GENERALFEATURES

By means of the law of energy conservation nearly any

kind of a contraction to flow in a closed conduit or an open

channel can be employed as a metering device In this study

the two types of gates were used as discharge metering

devices The rectangular one performed asasubmeredweir

with partial contraction The circular one performed as an

orifice when the water surface upstream from the gate was

above the top of the opening It performed as a submerged

weir when the upstream water surface drops below the top of

the opening

Generally weirs are classified (3) as head-area meters

They apply only to open conduits and involve a simultaneous

variation of head and area which means that the area of the

fluid flowing through the weir notch is a function of the

upstream head Orifices can be used either in closed conduits

or in open conduits In both cases the cross-sectional area

of the fluid flowing through the opening is cohstant and

hence they are classified as head meters

BASIC EQUATIONS FORWEIRS AND ORIFICES It wasshown byMavis (4) that orifices and Ii simple

exponential-shape weirs bear a single-family reiationship of

the form

=C AHi (2-1)

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 9: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

LIST OF FIGURES (Continued)

Figure Page

64 Submerged Weir Flow Discharge Coefficient Cds for 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of

1 - S2 S is the Submergence Ratio Cds = 1062 (1 - $2)0 378 Correlation

Coefficient r2 = 0997 44

65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with

a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio

2)0 3 92ds 1210 (1 - Correlation 2Coefficient r = 0993 46

66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H (H1 - H2 ) Q = 136 H0477

Correlation Coefficient r2 = 0992 47

67 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head

Difference H (H1 - H2 ) Q = 133 H0477

2Correlation Coefficient r = 0989 48

68 Submerged Orifice Flow Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of Head

Difference H (H1 - H2 ) Q = 213 H0475

Correlation Coefficient r2 = 0990 50

ix

ISTOF SYMBOLS

Symbol Definition

A Area of flow at weir notch or orifice L2

A0 Areamp-of flowat vena contracta L2k

B Width of channel L

C Cauchy number-

Cc ontraction coefficient

Cd )ischarge coefficient

Cdf )ischarge coefficient for free flow condition

Cds )ischarge coefficient for submerged flow condition

Cv lelocity coefficient

D Diameter of circular weir L

F Froude number 2

g Acceleration due to gravity LTshy

h Head on an elementary area L

H Head difference H1 - H2 L

H1 Upstream head L

H2 Downstream head L

K Coefficient of submerged weir flow discharge coefficient-see Eq 4-4

L Length of rectangular weir notch L

LI Effective length of contracted weir L

m Exponent of submerged weir flow discharge coefficient see Eq 4-4

n Exponent of weir equations

N Number of end contractions

P Crest height L 1

Q Actual total discharge L3Tshy

V

L13T OF SYMBOLS (Continued)

Symbol Definition

Q1 Ideal total discharge L3T1

Qf Free flow discharge L3T I

Qs Submerged flow discharge L3T 1

r Correlation coefficient

R Radius of circular weir L

Re Reynolds number

S Submergence ratio H2H 1 1Velocity of approach LT-

Va Mean velocity in the channel of approach above the crest level LT I

Vb Mean velocity in the channel of approach below the crest level LT-

Vt Theoretical velocity at weir notch or orificeT-1

W Weber number

Y1 Upstream water depth L

Y2 Downstream water depth L

Coefficient corrects for inequality of velocity in the approach channel

- 2 y Specific weight ML-2T

FE Elastic molulus ML-IT- 2

p Density of mass ML

Surface tension MT 2

a 1

Dynamic viscosity ML-1 Tshy

r Gamma function

xi

CHAPTER I

INTRODUCTION

It has been demonstrated that losses along water

courses (channels which receive water from the distributory

and discharge that water into individual farmers fields or

into branch water courses) are a primary cause of low overall

irrigation efficiencies in less developed countries (LDC)

A particular need in overcoming these low efficiencies is

effective control and measurement structures Proper control

structures allow diversion of water to where it is needed

and measurement structures provide the data necessary to

evaluate overall irrigation efficiencies

Two types of gates which can be used as both control

and measurement structures and which are adaptable for use

in LDCs have been designed in Pakistan by the Colorado

State University Water Management Research Group (i) Both

are designed to fit into a channel or channel constriction

of rectangular section One has a rectangular opening and

the other a circular opening Both are installed at a 45

degree inclination to the horizontal so that gravity will

assist in holding the gate in place and in sealing it against

leakage In both cases a compressible sponge rod is used

as the sealing material The gate frames and gate closure

panels are cast of reinforced concrete

Numbers in parentheses refer to similarly numbered items in the Literature Cited

PURPOSE The purpose of hecurrent investigation is-to determine

the diScharge equations of the gates mentioned above

SCOPE

Fourgates werei used in this -study threeof-which have

-a- cir6ularopening the fourth of Which had a rectangular opening The rectangular gate had a0a46mwide opening and

O1 llm high crest For ithe circular gates two opening-a

-diameters were studied 038 mand -046m The 0 46i

diameter gatehad acrest height of 1020m The other two

circular gates had the same diameter opening 0V3 8 but

different crest heights 016 m-and i-022 Im

--The-hydraulic data were collected under-both0 free flow

Land submerged flow conditions The medthod 6f subMerged flowU

analysib reported by Villemonte- (2) was utilized-iif developshy

ing tie ratingcurves for those ates operatingunder subshy

(merged flow conditions Theseratings were then compared

with thosebtainedfor vertical weirs (2) in -oiderto

APTER jII

DEVELOPMENT OWEIR AND ORIFICE EQUATIONS

GENERALFEATURES

By means of the law of energy conservation nearly any

kind of a contraction to flow in a closed conduit or an open

channel can be employed as a metering device In this study

the two types of gates were used as discharge metering

devices The rectangular one performed asasubmeredweir

with partial contraction The circular one performed as an

orifice when the water surface upstream from the gate was

above the top of the opening It performed as a submerged

weir when the upstream water surface drops below the top of

the opening

Generally weirs are classified (3) as head-area meters

They apply only to open conduits and involve a simultaneous

variation of head and area which means that the area of the

fluid flowing through the weir notch is a function of the

upstream head Orifices can be used either in closed conduits

or in open conduits In both cases the cross-sectional area

of the fluid flowing through the opening is cohstant and

hence they are classified as head meters

BASIC EQUATIONS FORWEIRS AND ORIFICES It wasshown byMavis (4) that orifices and Ii simple

exponential-shape weirs bear a single-family reiationship of

the form

=C AHi (2-1)

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 10: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

ISTOF SYMBOLS

Symbol Definition

A Area of flow at weir notch or orifice L2

A0 Areamp-of flowat vena contracta L2k

B Width of channel L

C Cauchy number-

Cc ontraction coefficient

Cd )ischarge coefficient

Cdf )ischarge coefficient for free flow condition

Cds )ischarge coefficient for submerged flow condition

Cv lelocity coefficient

D Diameter of circular weir L

F Froude number 2

g Acceleration due to gravity LTshy

h Head on an elementary area L

H Head difference H1 - H2 L

H1 Upstream head L

H2 Downstream head L

K Coefficient of submerged weir flow discharge coefficient-see Eq 4-4

L Length of rectangular weir notch L

LI Effective length of contracted weir L

m Exponent of submerged weir flow discharge coefficient see Eq 4-4

n Exponent of weir equations

N Number of end contractions

P Crest height L 1

Q Actual total discharge L3Tshy

V

L13T OF SYMBOLS (Continued)

Symbol Definition

Q1 Ideal total discharge L3T1

Qf Free flow discharge L3T I

Qs Submerged flow discharge L3T 1

r Correlation coefficient

R Radius of circular weir L

Re Reynolds number

S Submergence ratio H2H 1 1Velocity of approach LT-

Va Mean velocity in the channel of approach above the crest level LT I

Vb Mean velocity in the channel of approach below the crest level LT-

Vt Theoretical velocity at weir notch or orificeT-1

W Weber number

Y1 Upstream water depth L

Y2 Downstream water depth L

Coefficient corrects for inequality of velocity in the approach channel

- 2 y Specific weight ML-2T

FE Elastic molulus ML-IT- 2

p Density of mass ML

Surface tension MT 2

a 1

Dynamic viscosity ML-1 Tshy

r Gamma function

xi

CHAPTER I

INTRODUCTION

It has been demonstrated that losses along water

courses (channels which receive water from the distributory

and discharge that water into individual farmers fields or

into branch water courses) are a primary cause of low overall

irrigation efficiencies in less developed countries (LDC)

A particular need in overcoming these low efficiencies is

effective control and measurement structures Proper control

structures allow diversion of water to where it is needed

and measurement structures provide the data necessary to

evaluate overall irrigation efficiencies

Two types of gates which can be used as both control

and measurement structures and which are adaptable for use

in LDCs have been designed in Pakistan by the Colorado

State University Water Management Research Group (i) Both

are designed to fit into a channel or channel constriction

of rectangular section One has a rectangular opening and

the other a circular opening Both are installed at a 45

degree inclination to the horizontal so that gravity will

assist in holding the gate in place and in sealing it against

leakage In both cases a compressible sponge rod is used

as the sealing material The gate frames and gate closure

panels are cast of reinforced concrete

Numbers in parentheses refer to similarly numbered items in the Literature Cited

PURPOSE The purpose of hecurrent investigation is-to determine

the diScharge equations of the gates mentioned above

SCOPE

Fourgates werei used in this -study threeof-which have

-a- cir6ularopening the fourth of Which had a rectangular opening The rectangular gate had a0a46mwide opening and

O1 llm high crest For ithe circular gates two opening-a

-diameters were studied 038 mand -046m The 0 46i

diameter gatehad acrest height of 1020m The other two

circular gates had the same diameter opening 0V3 8 but

different crest heights 016 m-and i-022 Im

--The-hydraulic data were collected under-both0 free flow

Land submerged flow conditions The medthod 6f subMerged flowU

analysib reported by Villemonte- (2) was utilized-iif developshy

ing tie ratingcurves for those ates operatingunder subshy

(merged flow conditions Theseratings were then compared

with thosebtainedfor vertical weirs (2) in -oiderto

APTER jII

DEVELOPMENT OWEIR AND ORIFICE EQUATIONS

GENERALFEATURES

By means of the law of energy conservation nearly any

kind of a contraction to flow in a closed conduit or an open

channel can be employed as a metering device In this study

the two types of gates were used as discharge metering

devices The rectangular one performed asasubmeredweir

with partial contraction The circular one performed as an

orifice when the water surface upstream from the gate was

above the top of the opening It performed as a submerged

weir when the upstream water surface drops below the top of

the opening

Generally weirs are classified (3) as head-area meters

They apply only to open conduits and involve a simultaneous

variation of head and area which means that the area of the

fluid flowing through the weir notch is a function of the

upstream head Orifices can be used either in closed conduits

or in open conduits In both cases the cross-sectional area

of the fluid flowing through the opening is cohstant and

hence they are classified as head meters

BASIC EQUATIONS FORWEIRS AND ORIFICES It wasshown byMavis (4) that orifices and Ii simple

exponential-shape weirs bear a single-family reiationship of

the form

=C AHi (2-1)

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 11: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

V

L13T OF SYMBOLS (Continued)

Symbol Definition

Q1 Ideal total discharge L3T1

Qf Free flow discharge L3T I

Qs Submerged flow discharge L3T 1

r Correlation coefficient

R Radius of circular weir L

Re Reynolds number

S Submergence ratio H2H 1 1Velocity of approach LT-

Va Mean velocity in the channel of approach above the crest level LT I

Vb Mean velocity in the channel of approach below the crest level LT-

Vt Theoretical velocity at weir notch or orificeT-1

W Weber number

Y1 Upstream water depth L

Y2 Downstream water depth L

Coefficient corrects for inequality of velocity in the approach channel

- 2 y Specific weight ML-2T

FE Elastic molulus ML-IT- 2

p Density of mass ML

Surface tension MT 2

a 1

Dynamic viscosity ML-1 Tshy

r Gamma function

xi

CHAPTER I

INTRODUCTION

It has been demonstrated that losses along water

courses (channels which receive water from the distributory

and discharge that water into individual farmers fields or

into branch water courses) are a primary cause of low overall

irrigation efficiencies in less developed countries (LDC)

A particular need in overcoming these low efficiencies is

effective control and measurement structures Proper control

structures allow diversion of water to where it is needed

and measurement structures provide the data necessary to

evaluate overall irrigation efficiencies

Two types of gates which can be used as both control

and measurement structures and which are adaptable for use

in LDCs have been designed in Pakistan by the Colorado

State University Water Management Research Group (i) Both

are designed to fit into a channel or channel constriction

of rectangular section One has a rectangular opening and

the other a circular opening Both are installed at a 45

degree inclination to the horizontal so that gravity will

assist in holding the gate in place and in sealing it against

leakage In both cases a compressible sponge rod is used

as the sealing material The gate frames and gate closure

panels are cast of reinforced concrete

Numbers in parentheses refer to similarly numbered items in the Literature Cited

PURPOSE The purpose of hecurrent investigation is-to determine

the diScharge equations of the gates mentioned above

SCOPE

Fourgates werei used in this -study threeof-which have

-a- cir6ularopening the fourth of Which had a rectangular opening The rectangular gate had a0a46mwide opening and

O1 llm high crest For ithe circular gates two opening-a

-diameters were studied 038 mand -046m The 0 46i

diameter gatehad acrest height of 1020m The other two

circular gates had the same diameter opening 0V3 8 but

different crest heights 016 m-and i-022 Im

--The-hydraulic data were collected under-both0 free flow

Land submerged flow conditions The medthod 6f subMerged flowU

analysib reported by Villemonte- (2) was utilized-iif developshy

ing tie ratingcurves for those ates operatingunder subshy

(merged flow conditions Theseratings were then compared

with thosebtainedfor vertical weirs (2) in -oiderto

APTER jII

DEVELOPMENT OWEIR AND ORIFICE EQUATIONS

GENERALFEATURES

By means of the law of energy conservation nearly any

kind of a contraction to flow in a closed conduit or an open

channel can be employed as a metering device In this study

the two types of gates were used as discharge metering

devices The rectangular one performed asasubmeredweir

with partial contraction The circular one performed as an

orifice when the water surface upstream from the gate was

above the top of the opening It performed as a submerged

weir when the upstream water surface drops below the top of

the opening

Generally weirs are classified (3) as head-area meters

They apply only to open conduits and involve a simultaneous

variation of head and area which means that the area of the

fluid flowing through the weir notch is a function of the

upstream head Orifices can be used either in closed conduits

or in open conduits In both cases the cross-sectional area

of the fluid flowing through the opening is cohstant and

hence they are classified as head meters

BASIC EQUATIONS FORWEIRS AND ORIFICES It wasshown byMavis (4) that orifices and Ii simple

exponential-shape weirs bear a single-family reiationship of

the form

=C AHi (2-1)

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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CHAPTER I

INTRODUCTION

It has been demonstrated that losses along water

courses (channels which receive water from the distributory

and discharge that water into individual farmers fields or

into branch water courses) are a primary cause of low overall

irrigation efficiencies in less developed countries (LDC)

A particular need in overcoming these low efficiencies is

effective control and measurement structures Proper control

structures allow diversion of water to where it is needed

and measurement structures provide the data necessary to

evaluate overall irrigation efficiencies

Two types of gates which can be used as both control

and measurement structures and which are adaptable for use

in LDCs have been designed in Pakistan by the Colorado

State University Water Management Research Group (i) Both

are designed to fit into a channel or channel constriction

of rectangular section One has a rectangular opening and

the other a circular opening Both are installed at a 45

degree inclination to the horizontal so that gravity will

assist in holding the gate in place and in sealing it against

leakage In both cases a compressible sponge rod is used

as the sealing material The gate frames and gate closure

panels are cast of reinforced concrete

Numbers in parentheses refer to similarly numbered items in the Literature Cited

PURPOSE The purpose of hecurrent investigation is-to determine

the diScharge equations of the gates mentioned above

SCOPE

Fourgates werei used in this -study threeof-which have

-a- cir6ularopening the fourth of Which had a rectangular opening The rectangular gate had a0a46mwide opening and

O1 llm high crest For ithe circular gates two opening-a

-diameters were studied 038 mand -046m The 0 46i

diameter gatehad acrest height of 1020m The other two

circular gates had the same diameter opening 0V3 8 but

different crest heights 016 m-and i-022 Im

--The-hydraulic data were collected under-both0 free flow

Land submerged flow conditions The medthod 6f subMerged flowU

analysib reported by Villemonte- (2) was utilized-iif developshy

ing tie ratingcurves for those ates operatingunder subshy

(merged flow conditions Theseratings were then compared

with thosebtainedfor vertical weirs (2) in -oiderto

APTER jII

DEVELOPMENT OWEIR AND ORIFICE EQUATIONS

GENERALFEATURES

By means of the law of energy conservation nearly any

kind of a contraction to flow in a closed conduit or an open

channel can be employed as a metering device In this study

the two types of gates were used as discharge metering

devices The rectangular one performed asasubmeredweir

with partial contraction The circular one performed as an

orifice when the water surface upstream from the gate was

above the top of the opening It performed as a submerged

weir when the upstream water surface drops below the top of

the opening

Generally weirs are classified (3) as head-area meters

They apply only to open conduits and involve a simultaneous

variation of head and area which means that the area of the

fluid flowing through the weir notch is a function of the

upstream head Orifices can be used either in closed conduits

or in open conduits In both cases the cross-sectional area

of the fluid flowing through the opening is cohstant and

hence they are classified as head meters

BASIC EQUATIONS FORWEIRS AND ORIFICES It wasshown byMavis (4) that orifices and Ii simple

exponential-shape weirs bear a single-family reiationship of

the form

=C AHi (2-1)

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 13: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

PURPOSE The purpose of hecurrent investigation is-to determine

the diScharge equations of the gates mentioned above

SCOPE

Fourgates werei used in this -study threeof-which have

-a- cir6ularopening the fourth of Which had a rectangular opening The rectangular gate had a0a46mwide opening and

O1 llm high crest For ithe circular gates two opening-a

-diameters were studied 038 mand -046m The 0 46i

diameter gatehad acrest height of 1020m The other two

circular gates had the same diameter opening 0V3 8 but

different crest heights 016 m-and i-022 Im

--The-hydraulic data were collected under-both0 free flow

Land submerged flow conditions The medthod 6f subMerged flowU

analysib reported by Villemonte- (2) was utilized-iif developshy

ing tie ratingcurves for those ates operatingunder subshy

(merged flow conditions Theseratings were then compared

with thosebtainedfor vertical weirs (2) in -oiderto

APTER jII

DEVELOPMENT OWEIR AND ORIFICE EQUATIONS

GENERALFEATURES

By means of the law of energy conservation nearly any

kind of a contraction to flow in a closed conduit or an open

channel can be employed as a metering device In this study

the two types of gates were used as discharge metering

devices The rectangular one performed asasubmeredweir

with partial contraction The circular one performed as an

orifice when the water surface upstream from the gate was

above the top of the opening It performed as a submerged

weir when the upstream water surface drops below the top of

the opening

Generally weirs are classified (3) as head-area meters

They apply only to open conduits and involve a simultaneous

variation of head and area which means that the area of the

fluid flowing through the weir notch is a function of the

upstream head Orifices can be used either in closed conduits

or in open conduits In both cases the cross-sectional area

of the fluid flowing through the opening is cohstant and

hence they are classified as head meters

BASIC EQUATIONS FORWEIRS AND ORIFICES It wasshown byMavis (4) that orifices and Ii simple

exponential-shape weirs bear a single-family reiationship of

the form

=C AHi (2-1)

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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APTER jII

DEVELOPMENT OWEIR AND ORIFICE EQUATIONS

GENERALFEATURES

By means of the law of energy conservation nearly any

kind of a contraction to flow in a closed conduit or an open

channel can be employed as a metering device In this study

the two types of gates were used as discharge metering

devices The rectangular one performed asasubmeredweir

with partial contraction The circular one performed as an

orifice when the water surface upstream from the gate was

above the top of the opening It performed as a submerged

weir when the upstream water surface drops below the top of

the opening

Generally weirs are classified (3) as head-area meters

They apply only to open conduits and involve a simultaneous

variation of head and area which means that the area of the

fluid flowing through the weir notch is a function of the

upstream head Orifices can be used either in closed conduits

or in open conduits In both cases the cross-sectional area

of the fluid flowing through the opening is cohstant and

hence they are classified as head meters

BASIC EQUATIONS FORWEIRS AND ORIFICES It wasshown byMavis (4) that orifices and Ii simple

exponential-shape weirs bear a single-family reiationship of

the form

=C AHi (2-1)

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 15: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

4

where Qf = free-flowidischarge C =a discharge coefficient

A arke6 ii ampIfl0in gthrbughthdt-Ottdh S = head on

the crest

As stated above the area A in Eq 2-1 is a constant

when in orifice flow and A is a function of H1 when

weir flow octurs The specific equations for orifices and

weirs are now discussed

ORIFICE EQUATION

The velocity of a fluid approaching an orifice or

similar device is called the velocity of approach In

Fig 21 it is assumed that the plan area of the tank is so

large relative to that of the orifice that the velocity at

point (1) is negligible If the Bernoulli equation is

written between points (1) and (2) and it is recognized

that the pressures at both Doints are eaual to atmosnheric

pressure then

whereeV 2t is the theoretical velocity because no friction

loss is cinsidered H1 is the head on the orifice and g

is the acceleration of gravity Owing to friction the

actual average velocityV2 at point (2) is less than the

theoretical velocity V2t and the ratio V2V2 t = Cv is

called the-velocity coefficient Thus V2 =CvV2t The

actual discharge is

AoV2 t = (CcA) (C V2--l) =C)CvA 2j1-l (2-2)

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 16: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

5

where Cc the contraction coefficient is the ratio of

the area Adeg at the vena contracta to the area of the

orifice A bull The discharge0qoefficient C is introduced

as

C= CcCv

Therefore Eq 2-2 can be written as

Q = CdAyg- 1 (2-3)

Equation 2-3 is the discharge equation for a free jet orifice

Figure 22 shows a submerged jet orifice With the

notation of Fig 22 realizing that the pressure head in the

vena contracta at point (2) is equal to y the Bernoulli

equation results in

H + y = y + V2t22g

and therefore

V2t = gf

where H is the difference between the upstream and downstream

head (Fig 22) According to the definitions just given

the actual discharqe is

Q = CdA2gH (2-4)

Equation 2-4 is the discharge equation for a submerged jet

orifice

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 17: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

Watd~erEsurface

H1

CL of orif ce

Fig 21 Free Jet Orifice

Water surface

H

Water surface

CL of orifice y

rig SubmergedJetOrifice

7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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7

WEIR EQUATION

In 1716 Poleni studied a rectangular sharp-crested

weir withoutend contractions (Fig 23) 4nd assumed that

the velocity over the vertical section at the crest must

vary with the square root of the distance below the level

of the approaching _flow To derive a flow equation for the

weir consider An elementary area dA= Ldh and the

velocity through this area is assumed to be 7-i The

total flow through the total area is

H1 Q = Cd f V7-E Ldh = 23 Cd 7g L H132 (2-5)

where h is the head on an elemental area Ldh is theH1 head measured from the top of the crest to the undisturbed

water surface (Fig 24) and other symbols are as defined

previously This type of weir with the sides of the

channel acting as the ends of the weir has no end contracshy

tions of the nappe and is called a suppressed weir

If the effect of approach velocity is included the

discharge equation is (5)

v2 32 Wv2 32(26 a -Q = CL[(H 1 + ) (c )3] (2-6)

where C = 23 2g Cd of Eq 2-5 a = correction coefficient

for inequality of velocities in the channel of approach

V22g= velocity head due to the mean velocity of approach

V and H = measured head as defined for Eq 2-5

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 19: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

Water surface

Crest-

L

ig23 Front View of Flow over a Rectangular Weir

Water surface

H1 --C-- -- r e s

0

p

Fig-24 Sharp-Crested Weir

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 20: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

9

If the sides of the notch have sharp upstream edges so

that the nappe is contracted in width the weir is said to

have end contractions and is called a contracted weir End

contractions reduce the effective length of a weir Francis

(5) in 1852 found that

L = L - 01 NH1 (2-7)

where L = effective length of weir L = measured length

N = number of end contractions For two complete end conshy

tractions N = 2 and if the contraction is suppressed at

one end only N = 1 The measured head H1 is defined

in Eq 2-5 As a result the Francis formula for a weir with

both ends contracted neglecting the velocity of approach (6)

is

Q = 333 H132 (L - 02 H1) (2-8)

If the velocity of approach is included

V2 32 v2 32 Q = 333 [(H1 + - 2g ](L - 02 H1 )

(2-9)

where all symbold are as previously defined

Some additional important formulas for rectangular weirs

are listed below (5) Those formulas are all written in the

form for suppressed weirs If there are end contractions

length L is represented with the effective length L of

Eq 2-7 All formulas given here are in English units

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 21: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

10

Th Fteley and Sterns formula (1883)

Q = 331 L (HI +15 + 0007 L

rhe Bazin formula (1888)

23 Yg L H3H32 (060 01476 )(0675 + H

H 2

(1 + 055 ) Y1 2

where Y1 is the upstream water depth measured from the

channel invert

The Frese formula (1890)

H 3223 7g L (0615 + 000689 x - 1 2 HI2

2H(1 + 055 ) 1

Y12

The Rehbock formula (1912)

3 2 1 + 008H1= 23 2g L H1 ( 0605 + 320H 1 3 P

where P is the height of crest

The King formula (1918) 12

Q = 334 L HII 4 7 (1 + 056 2 ) Y1

-rne twiss Society of Engineers and Architects formula

HI -(0L3 0615

1 (0615 + 305H 1 + 1 6)x

(1+ 05 ) Y1

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 22: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

The Schoder formula (1927)

Q = 333 L [(H + -+ )32 + V-2 1 shy

where V is the mean velocity in the channel of approach

a above the crest level and Vb is the mean velocity in the

channel of approach below the crest level

As discussed above the velocity of approach and end

contractions do have effects on the discharge However in

this study the simplest rectangular weir equation 2Q = Cd L V H1 3 (2-10)

is applied which means that the effects of the velocity of

approach and end contractions are included in the discharge

coefficient Cd

As for the circular weir equation there are no availshy

able formulas which can be used to compute the data collected

for the circular gates The derivation of the circular weir

equation is by no means as simple as that for a rectangular

weir and is given in detail in Chapter III The submerged

weir condition is discussed in Chapter IV

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 23: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

CHAPTERIII

DERIVATION OF CIRCULAR WEIR EOUATION

In this chapter the circular weir equation is derived

Two well-known mathematical relations are used here The

first of these is the binomial expansion

(i-X) = l-NX + N(N-I) X2 N(N-I) (N-2) X3

21 3

+ N(N-)(N-2f)(N-3) X4 +4-1

which is convergent for the case X2 lt 1 In these studies

n = 12 and the expansion becomes

x2= 1x- x-2 1 3 5

7 5 (3 -1) 23 X obull

The second needed relationship is a definite integral

a 1a+n+l N )r (=) 1n2f jP (a2-X2) dX = T am+n+3 (3-2) r )30

0 2

where m n are any real positive numbers and r(w) is

the gamma function of w

DERIVATION

With the notations of Fig 31 assume that the ideal

vlcoity of a stream filament issuing from a weir notch at

a distance h below the undisturbed water surface is g

The area of this filament dA is 2Xdh and hence the

ideal discharge Q through the total area is

12

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 24: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

13

D -

R-H1

- TF-HI R

x

Fig 31 Circular Weir

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 25: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

14

H1 l Q V5E Xdh

n

Introducing the discharge coefficient Cd as defined

previously the actual total discharge

H1 Q 2C 7 f X V dh

0

Q becomes

(3-3)

where

2 1 2(R2 + h)- (3-4)X (R -H

and R is the radius of the opening

Expanding Eq 3-4

2 1 2SX= [2R(H - h) - (H1 - h)I

is the diameter ofReplacing -R--with -D2 where D

the opening yields

X = [D(H - h) -(H - h)2]11 2 (3-5)

Combining Eq 3-3 and 3-5 the discharge becomes

H1 Q = 2Cd f F VVD(H1 h) - (H1 - h)2 dh

0

(3-6)

Let

u - h +uH1

Then

du =-dh

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 26: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

15

and

IL= when h = H

Equation 3-6 becomes

Q 2CdH f U u- - u2(-du) H

Q4 2Cd I VH1 - u VDu - u2du (3-7)

Inoder to apply the binomial expansion the first

axpression under the integral is written

M1 u= 1 V1 uH1

This meets the criterion of X2lt 1 because 0 lt u lt H1

2and so (UHl) lt 1 Thus

1 u 2 1 331

lu-~-i (l)4~ ~ T~~F 1 1

58 u - (3-8)

12 1

By siilarmanipulation the second expression under

the integral becomes

1 u2 _ u 3 bullg-=) - ]2 (1-SD1-2- VD lshy

5 u4 -(3-9)

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 27: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

16

Tthe expression under the integral now becomes

1H - Uu =u 1

HD

A 2 2 3

H1 H1

12 HH

234 23 3F 3 7 5 5 +2-- 3 DH 755Q5 c d 31 55

N~~~~~~~I (D- L

H H H H 25 42 5

Q22-3 D[~ 2 L2+J3TWher iegat by ter abesult ioncomntem Eq 3-7 - H H H 2 1 21 H11 H2 1

1 1

3 ~2

Tnere is a domnon term H1 2 in the above equation it

canbe thus~~~~ in- nfnt eredqitennthe variable

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 28: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

17

H

d 1 DH

- 0033 (H) - 0012 H1 3 - ] (3-10)

One can now write

ri Q = Cd V2gD H 2PL () (3-11)

where

HI I H1

PL (H-) = [0802 - 0206 (H1 -) 0033 (H)2D D-- D

- 0012 (--) 3]

H1 The polynomial function PL (-) is a convergent infinite

D series of which the value cannot be exactly determined However aspecial case can indicate the error between the infinite series and the polynomial function with finite terms The special case is that when H = R or when the weir is half full Equation 3-3 can then be integrated by means of the definite integral Eq 3-2 In this case

x = 2 -=h2

so that Eq 3-3 becomes

R SQ-2Cd TR 2 --- 2- dh (3-12)

0

Comparingq 3-12 with Ea -2 i4- a--nt that m 12 n = 1 and the following results

18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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18

1+1 1+2

or

R5 2Q=CdV-2 49 2(3-13)r(1

The values of the three gamma functions can be obtained from

mathematical table (7) and Eq 3-13 becomes

R 5 2Q= 09585 Cd2 (3-14)

On the other hand Eq 3-11 the general equation for a

circular weir under the special case of flowing half full

is as follows

= d 22R R2 PL (2)

or

R5 2 Q =Cd - r2 PL (1) d 2

Thusj

Q= 09747 Cd22 Ru amp (3-15)

Comparing the coefficients in Eqs 3-14 and 3-15 it is

seen that the difference is 00162 which is about 17

perceAt The finite polynomial PL (H1D) for the special

-Waseinvestigated thus compares closely with the exact

solution of the same case The error would be even less if

nnrA fralR warampUed in the determination of PL (H D) In

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 30: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

19

the calculations given here Eqs 3-8 and 3-9 were only

expanded to the 8th degree

X Equation 3-11 can be rewritten bynoting that

2ro 2 D5 H D Hence

C D5 2 PL (-s) (3-16)

where

HL(-g (1)2 PL (_PLI()

H 1)

11228 () 2 - 2884 ( -)3 462 H 4

H1

168 (H 5

and here g = 29800 mmsec

The curve of the above function PL(H1D) is plotted

on Fig 32 In addition its values between HID = 01

to H1D = 089 with an increment of 001 are shown in Table 1

Equation 3-16 is the discharge equation of a circular

weir with diameter D neglecting the approach velocity

Because the end contractions in a circular weir cannot be

properly defined this circular weir equation does not

However their effectiveexplicitly include their effects

is included in the discharge coefficient Cd

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 31: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

20

50

S I I

40

N30

20

10 D D 00 01 02 03 04 05 06 07 08

H D

-ig 12 Curte of Function PL(H1 D) 11228 HL 2 D)

281A4(-l) 3 2(--)4 - 168 (-l5shy

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 32: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

2 3 _4 5

Table 1 Values of PL(HID) = 11228(H1 D) 2 2884(HID) - 462H1 D) - 168(HID)

000 001 002 003 004 005 006 007 008 009

01 109 132 157 183 212 243 275 310 346 385

02 425 467 512 557 605 655 706 759 814 -870

03 929 988 1050 1113 1178 1244 1312 1381 1452 1524

04 1598 1674 1750 1828 1908 1989 2071 2154 2239 2325

05 2412 2501 2590 2681 2773 2866 2960 3055 3-151 3248

06 3346 3445 3545 3646 3747 3850 3953 4057 4162 4267

07 4373 4480 4587 4695 4804 4913 5023 3133 5243 5354

08 5465 5577 5688 5801 5913 6025 6138 6251 6364 6477

CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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CHAPTER IW

SUBMERGED WEIR FLOW ANALYSIS

A submerged weir freguently-proves t be a useful and-economicalM6t -i open

eleterng deviceinopen channels where headcan

not be sacrificed But in using a weir the difficulties are

to accurate1y predict the effects of submergence and to

select the weir formula which is most iikely to give reliable

results Becauseweirflow teither free or submerged is

a gravity phenomenon in which-friction plays little part

dynamic similarity is governed by the Froudelaw The

dimensionless ratios H2H1 and PH (Fig 41) are also

important

In 143 Vennard and Weston (8) compared the data of

five hydraullic workers -- Francis Fteley Bazin Cox and

Cone -- and made graphs to show the-possible relationships for

submerged-flow through-vertical weirs ennard and Weston

plotted the discharge ratio QQf (tht ratio of the actual

discharge to free flow discharge) against the submergence

ratio H2H1 for various values of PH1 It was found

that all the data points with a constant value of PH1 fell

on one curveand for different value of PH the curves

changed iThis implied that

Qf PH1)fHHl

Later Villemonte (1) obtained more valuable results by

assuming tfnat the netflow over theweir isthe difference

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 34: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

23

H1

H2

H1

P Y2

Fig 41 Submerged Weir

24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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24

between the free-flow discharge due to H1 and the freeshy

flow discharge due to H9 Then

Q = -Q2 (4-1)

where Q is the net flow over the weir Q1 is the flow due

to the head H1 and Q2 is the flow due to the head H2

This assumption implies that the head H2 does not directly

affect the flow of water due to H1 and likewise that head

H1 does not prohibit counterflow due to H2 This approach

is equivalent to an application of the principle of supershy

position which is frequently used in evaluating the combined

effect of several independent conditions Dividing through

by Q1 I Eq 4-1 becomes

=QQ1 1 - Q2QI (4-2)

Equation 4-2 should not be espected to give a quantitative

relation for determining 0 since interaction and other

perturbing influences have been entirely neglected The

experimental tests Villemonte did showed that QQ1 was

related functionally to 1 - Q2Q but that the appropriate

function was not the simple linear one of Eq 4-2 This

relation may be expressed in the form

QQ1 = f(l - Q2QI) = K(l - Q2Q1)m (4-3)

or since

01 = C1HI1 and Q = C2H2

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 36: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

25

then

=QQ1 K( - C2 H2 2CH1n1) m (4-4)

where K and m are constants and are determined from data and the Cs and ns are the coefficients and exponents

that appear in the free-flow discharge equation (such as

Eq 2-10 or Eq 3-11) For an ideal weir of identical

upstream and downstream conditions the coefficients C1 and C2 and the exponents n1 and n2 should be equal

Then Eq 4-4 reduces to

QQ1 = K(1 - Sn)m (45)

where S = the submergence ratio H2H1 The constant K and the exponent m which account for the interaction

effects were determined separately for each weir type but only the arithmetic average of the Ks and the ms were reported The values given were K equal to 100 and m equal to 0385 for a practical submergence range of 0 to

090 Thus the general discharge equation for all sharpshy

crested weirs expressed by continuous single-valued functions

is

Q = Qf (1 - Sn) 0385 (4-6)

In this study the submerged weir problem is analyzed

by Villemontes method First the free-flow equation is

determined by using the standard weir formulas For the

rectangular gate Eq 2-10 is employed For the circular

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 37: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

26

gate Eq 3-11 is used The 45 degree inclination is

neglected at this moment allowing comparison with the

vertical weir data referred to by Villemonte More precisely

the exponents for both circular or rectangularweirs are

assumed to be the-same values as in the standard weir equations

or n = 15 for a rectangular gate and n = 2 for a circular

gate Attention should be paid to the fact that the circular

gate equation employed in the study is Eq 3-11 rather than

the general Eq 3-16 The former was chosen because the

general Eq 3-16 does not show the desired exponent n which

is needed in the submerged weir flow equation It is also

noted that truly free flow for weirs were not obtained in

this experiment as explained in Chapter VI

Figure 42 shows three different possible weir flow types

In Fig 42a true free flow donditions are shown This

indicates that the water level in the downstream channel is

sufficiently below the crest to allow free access of air to

the area beneath the nappe Sometimes an air vent is needed to

assure a free access of air to the area beneath the nappe

-Figure 42b and Figure 42c show the two possible submerged

weir flow conditions the surface nappe and plunging nappe

Iho former occurs at high submergence ratios and the latter

at Jojw submergence ratios The surface nappe remains on the

water surface- all stream paths are directed downstream and

standing wavcas are developed The plunging nappe plunges

beneath he water surface and rises to the surface at a point

doWnstream where some stream paths are directed upstream

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 38: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

27

a Free flow

Standing ware HI

H

pi

b Surface nappe

P

c Plunging nappe

Fig 42 Three Types of Weir Flow (After Vennard)

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 39: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

28

The transition from surface nappe to plunging nappe can be

identified by a breaking of the standing wave crests similar

This implies thatin apprearance to a hydraulic (jump

critical flow could occurwhen the pilunging nappe is present

Actually critical flow does occur inthe plunging nappe

It iscondition and this will be discussed in Chapter VI

known that when critical flow occurs4n the vicinity of a

contraction in an open channel the downstream water depth has

no effect on the upstream water depth Therefore in the

submerged weir problem plunging nappe flow behaves as free

flow and--data for plunging nappe flow were used to calibrate

the free flow equation

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 40: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

CHAPTER V

EXPERIMENTAL FACILITIES AND GATE G9METRIES

The data for this study were collected using a test

channel located in the Hydraulics Laboratory of the

Engineering Research Center at fColorado State -University

Fort Collins Colorado The test channel-1-is i83tm wide

122mdeep and 18 29lm long In this experiment the 183 m

widechannel is dividedby a partition into two subchannels

one with a width of 122 m the other with a width of 061 m

and the gate is installed in the 061 m wide subchannel

(Fig 51) The testchannel has a zero slope The water

is supplied from a sump located-under-the Engineering

Research Center building and is circulated bya propeller

pumpwhich gives a makimum capacity of 156 litersper second

The water is transported from fhe pump to the head of

the test channel by a-030 m diameter pipeline which is

1ocatedalong the bullfloor of the laboratory A i025 m diameter

orifice is set in thetipipelinei andthe dischargeican be

determined from the rating cur e of the orifice

Q = 573 VH

where Q is the discharge in liters per second and H is

the differential headOn the orificelin mm The upstream

and downstream heads are read from manometers attachednear

the upstream and downftreAm aces of the orifice

The watekr is very turbulent when it emerges from the

head sumpm and this could cause large fluctuations in flow

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 41: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

sump --122 SHead sumpDownstreamsuImpN m

ate

061 m

025 miorifice

Fig 51 Plan View of Experimenta1 Facilities

31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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31

aept- throughout the length of the channel This turbuience is removed by installinga damper atthe entrance ofthe subchannel There isaso a damper insta e a the downshysreamsump of thetest channel to prevenE possible vortex flowor turbulence fromoccurringshy

Asthe stream passes over theweir thetop surface curves downward This drawdownextends upstream from the weir notch The upstream head Hi must be measured at a point on the water surface in the channel at a distance

beyond which any significant drawdown occurs This distance is at least four times the maximum head on the weir (6) Four manometers are placed upstream from the gate at distances of 030 122 244 and 488 m As the water passes through the constriction the contracted stream reaches a minimum width which corresponds to the vena contracta in orifice flow Beyond the vena contracta the live stream expands until it reaches downstream where the water surface is undisturbed The downstream undisturbed water depth is taken as the downshystream head H2 Seven manometers are placed downstream to determine the undisturbed flow range They are located downshystream from the gate at distances of 130 132 137 183 335 488 and 549 m The four upstream manometers are tapped 008 m above the bottom of the channel and the seven downstream manometers are tapped 003 m above the bottom of the channel The water level in the eleven manometers could be read to an accuracy of 254 mm (01 inch) the water level in the manometers of the orifice could be

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 43: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

32

readi tw an-accura 0f 1 12 inch The _diac

can bevaried by- adjustingthe valve on theR ipeihe

Thecrest height of the- inclinedo gates-i

ilUxstrated byFi 5 2 The configurationand dikenstonsshy

of the four gates are- illustrated byi Fig 53 and Tablet 2

The-partidulr gga-esinvestigatedwerechosentobe geometshy

Eca-ly-SimiAa-ngatesused inthe field

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 44: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

P = 008m0308m o D = 038m P = 014m shy

or D = 038m P = 019

Seal 45 Seal ALA)

pP

Rectangular gate Circular gate

Fig 52 Illustration of Crest Height for Inclined Gate

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 45: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

34

A

092 m

Section A-A

S 062 m

Rectangular gate

A

CH SG AA

section A-A HJ

062 m Circular gate

Fig 53 Configurations of Gates

I 192 m

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 46: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

Table 2 Dimensions of Test Gates All Variables Refer to Fig 53

RECTANGULAR CIRCULAR CIRCULAR CIRCULAR P = 008 m D = 038 m P = 014 m D = 038 m P = 019 m D = 046 m P = 018 m

A 046 m 048 m 048 m 056 m B 008 m 038 m 038 m 046 m C 005 m 002 m 002 m 002 m D 003 m 003 m 003 m 003 m E 008 m 008 m 008 m 008 m In

F 004 m 004 m 004 m 004 m G 004 m 004 m 004 m 004 m H 010 m 018 m 016 m J 015 m 023 m 021 m

K 007 m 007 m 003 m

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 47: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

CHAPTER VI

RESULTS AND DISCUSSION

RESULTS

Since th equations for rectangular and circular weirs

have been determined the main purpose is -to find a dimensionshy

less relation for the discharge coefficient Cd which can

then be applied to an gates with different dimensions so long

as they are geometrically similar For the rectangular gate

weir flow only exists either submerged or free For the

circular gates both the weir flow and orificeflow which

could be submerged or free in each condition should be conshy

sidered Dimehsibnal analysis was employed to help find the

relationship between possible dimensionless factors such as

the submergence ratio S the Froude number F etc and

the dimensionless discharge coefficient Cd

DIMENSIONAL ANALYSIS

In general the important variables that can influence

fluid motion are the-following (1) the several linear dishy

mensions fully defining the geometrical boundary conditions-1

L1 L L3 L4 etc which might be the crest height the

width of the weir notch the width of the approach channel or

the water depth of the flow (2) Kinematic and kynamic charshy

acteristics of flow -- a mean velocity V (or a discharge Q)

and A pressure incrementAp(or a resisting force or an

intensity of shear)rand (3) the fluid properties of density

p 6pecific weighty v iscosity i surface tension a

36

37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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37

and elastic modulus - Application of the 11theorem gave

the following relatiOnship between the dischargecoefficient

C and dimensionless parameters (9)

Cd = f(L L2 LI1L3 F e W C)

where L1L2 L1L3 L1L4 are some linear dimension ratiosI4

one of which might be a submergence ratio S H2H F

is the Froude number and F = (V2L1)(yAp) Re is the

Reynolds number and Re = (VL1 )(VAp) W is the Weber

number and W = (V2L1 )(aAp) and C is the Cauchy number

and C = V2(cAp)

In open channel flow friction force plays little part

compared with gravity and hence the Reynolds number Re is

not important Water is considered an imcompressible fluid

and its density does not change appreciably in the test thereshy

fore the Cauchy number C is neglected The Weber number

W is important only when the molecular attraction which

gives rise to the liquid properties of cohesion and adhesion

plays a primary role in a fluid problem The most common case

of such a problem is the capillary rise of liquid in a tube

In an open channel fluid problem the molecular attraction

usually has little influence on the flow In weir studies

cohesive forces would be significant if the nappe tend to

cling to the weir surface This condition did not occur in

these studies and so the Weber number could be eliminated

The Froude number which reflects gravity forces has no

effect on the discharge coefficient over the range of flows

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 49: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

38

4 nvesagateanere ihus thei discharge coeff icients ofthe

weirandorificeare functions oflihneardimensionratios

only

MEIR PERFOMANCE -- FREE FLOW

As mentioned before the of a free-flow weir wasCd

calibrated by using the data collected ata plunging nappe

condition For the rectangular weir the free flow discharge

coefficient Cdf was calculated by Eq 2-10 and

32)Cdf =Q(L2 H1

where Q is the observed discharge at the upstream head equal

to H1 bull Similarly Cdf of a circular weir was calculated

by Eq 3-11 and

Cdf = H12pL (D--)

or

)]Cd= Q[D HI2PL(Hl- c 1 =2 H

where PL( -) is the polynomial function derived in Chapter

Iv After several different linear dimension ratio had been

tried it was found that Cdf for the rectangular gate was

constant 0481 but Cdf for the other three circular weirs

had a linear relationship with 1lP (Fig 61) The free

flow equation for the rectangular gate with a crest height of

008 m hence is

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 50: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

09

o08

A-- D = 038 m P = 014 m

-- D = 038 m P = 019 m

-- D = 046 m P = 018 m

07 13 15 17 19 21 23 25

HIP

Fig 61 Free Flow Discharge Coefficient Cdf forCircular Gates As a Functionof Ratio of Upstream Head to Crest Height H1 P Cdf = 0090 - 0080 (HIP)

2Correlation Coefficient r = 0973

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 51: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

40

32 106(61 Qf = 0481 L2- H1 x(6-1)

where Qf is in liters per second L and H1 are in mm

g equals 900 mmsec2 and Uhenf er 1-6 isthe c6nshy

version factor from cubic millimeters per second to liters per

second The-same dimensions are used throughout this report

The unique relation for the three circular gates between

Cdf and H1P is

Cdf = 0990 - 0080 H1P (6-2)

and hence

PL(H1D) x 10- 6Qf = (0990 - 0080 H1P) D

52

(6-3)

Equation 6-1 is the discharge equation for the rectangular

gate when plunging nappe flow takes place Equation 6-3 is

the discharge equation for the three circular gates provided

a plunging nappe occurs

WEIR PERFORMANCE -- SUBMERGED FLOW

After the discharge equations for free flow were

determined the discharge equations for submerged flow could

be calculated by the method illustrated in Chapter IV

The submerged discharge coefficient Cds is the ratio

of the submerged discharge to the discharge calculated from

the free flow equation using the same head H1 Therefore

for the rectangular gate Cds could be expressed as

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 52: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

41

Cds = Q(Cdf L H132) (6-4)

and for circular gates

Cds QQ[CD PL(H D)] (6-5)

In Eq 6-4 and 6-5 Q is the observed value of

discharge and Cdf is that determined previously The

values of Cds then were plotted against the values of

(1 - Sn) on logarithmic paper with Cds as the ordinate and

(1 - Sn) as the abscissa (Figs 62 63 64 and 65)

The symbol S has the same meaning H2H1 as in Chapter

IV The value of n is 32 for rectangular gates and 2 for

circular gates As expected for each single gate a

straight line resulted from plotting the data The equations

for the four straight lines are as follows

For the rectangular gate with a crest height of 008 m

(Fig 62)

3 9 3Cds = 2069 (1 - S3 2 ) 0 (6-6)

For the 038 m diameter gate with a crest height of

014 m (Fig 63)

Cds = 1128 (1 - S2 )0 385 (6-7)

For the 038 m diameter gate with a crest height of

019 m (Fig 64)

3 7 8 Cds = 1062 (1 - S2) 0 (6-8)

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 53: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

42

Isc

001 01

Fig 62 Submerged Weir Flow Discharge Coefficient Cds

for Rectangular Gate with a Crest Height of 008 m

As a Functionofi - S 2 S is the Submergence Ratio Cds = 2069 (1 - $32)0393 Corelation

Coefficient r2 -0987

10

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 54: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

43

O0

0

0

0 _ - shy0 1 10

2Sshy

3 uDmergea wear Flow Discharge Coefficient C for 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of 1 - s2 S is

S2the Submergence Ratio Cds =1128 (1 - 0385

Correlation Coefficient r2 0990

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 55: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

7 F l

1

S2 1 -

Fig 64 Subierged Weir Flow Discharge Coefficient C-

fr 038-MDidined Circulari Gate with a crest HeIghtof 019mAs a Function of - S is the SubmergenceRatio -C =062 (1 - S2) 0378

Correlation Coefficient r2 =O997

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 56: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

45

For the 046 m diameter gate with a crest height of

018 m (Fig 65)

O216 (1i- S ) (6-9)

The submerged weir equations could be written as

Qs- C (6-10)

where Cds is as shown in Eqs 6-6 7-6 6-8 and 6-9

Qf is as shown in Eqs 6-1 and 6-3 This completes the weir

equations for free flow and submerged flow

ORIFICE PERFORMANCE

The orifice flow rating curve is developed for the

circular gates when the upstream water depth is above the top

of the circular opening Plotting the discharge Q against

the head difference H between upstream head H1 and

downstream head H2 with Q as the ordinate and H as the

abscissa the data points fall on a straight line when plotted

on log-log paper As a result the discharge equations are

For the 038 m diameter gate with a crest height of

014 m (Fig 66)

Q = 136 H0 4 7 7 (6-11)

For the 038 m diameter gate with a crest height of

019 m (Fig 67)

4 7 (6-12)Q = 133 H0

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 57: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

46

10

01 ___

10

1 - S2

Fig 65 Submerged Weir Flow Discharge Coefficient Cds for 046 m Diameter Circular Gate with a Crest Height of 018 m As a Function of 1 - S2 S is the Submergence Ratio Cds = 1210 (1 - $2) 0392

Correlation Coefficient r2 = 0993

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 58: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

47

1000

(0U

14 100 shy

101

H (nm)

Fig 66 Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 014 m As a Function of Head Difference H

4 7 7 (H1 - H2 ) Q = 136 H0 Correlation Coefficient 2r = 0992

100

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 59: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

_____

1000

In

Ci

101

Fig 67

48

- -H __ _

I0O0

o___lOO__

- 1 - L I I I I I I _ __

110 100

H (nm)

Submerged Orifice Flow Discharge Q for the 038 m Diameter Circular Gate with a Crest Height of 019 m As a Function of Head Difference H

477 (H1 - H2 ) Q = 133 H0 Correlation Coefficient

72 = n-QRq

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 60: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

49

For the 046 m diameter gate with a crest height of

018 m (Fig 68)

Q = 213 H (6-13)

In Eqs 6-11 6-12 and 6-13 Q is in liters per

second and H is in mm Equations 6-11 6-12 and 6-13

are the discharge equations for the three circular gates

operated under orifice flow

In this study the values of free flow discharge coshy

efficient Cdf the submerged discharge coefficient Cds

H P and (1 - Sn ) were calculated with the help of a

digital computer The linear regression calculations for all

the rating curves were determined using a Hewlett Packard

programmable calculator

DISCUSSION

HEAD MEASUREMENT - It was observed that the undisturbed

flow took place upstream and downstream at the maximum disshy

charge 156 literssec around the places where the first

manometer and the tenth manometer were set (Fig 51) Thereshy

fore the upstream depth Y1 and the downstream depth Y2

were the values of the water level in the first manometer and

the tenth manometer respectively The maximum depth in the

channel was about 061 m and the discharge of both the

first and the tenth manometer were 488 m from the gate and

hence a general rule to measure Y1 and Y2 was that they

should be measured at a distance at least eight times the

maximum depth of flow The upstream H1 was the value of

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 61: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

50

1000 shy

0$4

00shy

ig d Submerged Orifice Flow-Discharge Q for the 046 m Diameter Circular Gate with a Crest Height of

18m As a Function ofHeadDifference H =(H1=- 0 21A 0475 Correlation Coefficient

r2 990= U

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 62: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

51

waterdepth measured from thetop df the crest in a weir

flow codiion or

H Y - P

In an orifice flow condition H1 is measued from the

center of the orifice or

H1 =j P --

The quanitity H2 is similarly defined with Y1 replaced

by Y2

THE EFFECT OF SUBMERGENCE RATIO - In a Parshall flume

or a cutthroat flume there is a free flow condition when

critical flow occurs in the vicinity of the flume throat

This critical depth makes it possible to determine the disshy

charge knowing only the upstream depth In this submerged

weir study it was noted that when a surface nappe was

changing into a plunging nappe the standing wave of the

surface nappe appeared very similar to a rolling hydraulic

jump As the discharge increased eventually a hydraulic

jump~wo4Ild take place As critical flow must exist before

a hydraulic jump can occur this observation implies that

critical flow occurs in the vicinity of the weir notch when

a plunging nappe appeared Actually this has been proven

by the free discharge equations (Eqs 6-1 and 6-3) because

only the upstream head H1 was involved in those equations

and they gave a very accurate estimate on the discharge under

the plungingi nappe condition

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 63: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

52

The plunging nappecouldoccur only when the submTrgenceZFor4 theeagua

ratio reached some value or below it For therectan ular

gate with a crest height of 008 m the plunging nappe begins

at a submergence ratio of 89 percent at a submergence ratio

of51percent for the 038 m diameter circular gate with a

crest height of 013 m at a submergence ratio of 38 percent

for the 038 m diameter circular gate with a crest height of

019 m and at a submergence ratio of 62 percent for the

046 m diameter circular gate with a crest height of 018 m

One of the distinct differences between submerged weir

flow and submerged jet orifice flow is that a critical flow

can never occur in the vicinity of the orifice opening no

matter how low the submergence ratio This is because the

flow through an prifice follows the law of flow in aclosed

conduit and in a closed conduit critical flow is not defined

This is why only one kind of discharge equation was obtained

in this submerged jet orifice study and in those equations

boththe upstream head and downstream head were involved to

calculate the discharge In addition the submergence ratio

has very little effect on the submerged orifice flow

THE DISCHARGE COEFFICIENT FOR THE INCLINED SUBMERGED

WEIR - The submerged discharge coefficient Cds for weirs

has-the relationship

_Sn)mCds= K(l

As discussed in Chapter IVthe results of Villemontes study

of seven vertical sharp-crested weirs of different shapes when

53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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53

averaged arithmieically showedampthat K equa1 to 100 and

mequal-to 0385 the maimiuimvariation of ach from the

average is less than 1 perceht In this study the average

valu of thefour ms 0393 0385 0387 and 0392 is

0387 from which the maximum variation of each is less than

12 percent if the Ks value of each remains the same The

average of the four Ks 2069 1128 1062 and 1210 is

1367 The averaged K results in an average variation of

each is about 20 percent when m = 0387 It is apparent

that the coefficient K is not equal to 100 and varied

considerably with shape For the rectangular gate K = 2069

and for circular gates K is between 1062 and 1210 This

variation from the results of Villemonte was primarily caused

by the inclination of the gates and the unsharped crest The

conclusions reached by comparing the results of this study

with that of Villemontes are

(1) The exponent value m does not vary appreciably

either with shapes or with the inclination of the

weirs and m always approximately equals 0385

(2) The coefficient K equal to 100 for vertical

weirs with all kinds of shapes but K no longer

remains a constant when the gate is installed at

some angle with the channel bottom and K varied

significantly with different shapes

THE DISCHARGE COEFFICIENT FOR THE ORIFICE FLOW -

Reviewing Eqs 6-11 6-12 and 6-13 the discharge equations

for the orifice flow had a constant exponent 0477 It is

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 65: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

54

orifice flowthe dispharge _oefficientknownthat for an

onlydepends on theboundary geometry Hencelthearithmetic

ayerage of the two coefficients for the 038 m diameter

circulargates wasitaken and this average value 0843 was

m diameterconsidered the discharge coefficient for the 038

circular gate It had been shown previously that the disshy

charge coefficient was a function of linear dimension ratios

only The same values of Cdmight be used for equal ratios

of the opening diameter to the channel width BL This

resulted in the discharge equation for the orifice flow in

the form

4 77Q = CdA-c H0

and

Cd = 0843 for BL = 0625

Cd = 0925 for BL = 0750

FREE FLOW NEAR THE TOP OF THE OPENING - When the ratio

of upstream head H1 to the diameter D of the circular

opening was greater than about 80 percent to 86 percent

though the submergence ratio was in the plunging nappe flow

range the free flow discharge equation did not give an

accurate flow estimate The error was more than 5 percent

rapidly increasing as the submergence ratio decreased This

problem could be explained as follows

When flow is-at or near the critical state the water

surfaceundulates due to the fact that a minor change in

55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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55

specific energy the sum of velocity head and the potential

head will cause a major change in water depth Those minor

specific energy changes may be caused by variations in chanshy

nel roughness cross section slope or deposits of sediment

Therefore the wavy surface associated with critical flow

touches the top of the opening and truly free flow does not occur under such conditions Thus under free flow condishy

tions when the water depth is approaching the top of the opening the free flow discharge equation fails to yield an

accurate answer Knowing this point the restriction of H1D less than 86 percent should be imposed on the applying

of the free flow discharge equation Thus the free flow discharge equation can only be applied when plunging nappe

takes place and H1D is less than 86 percent

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 67: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

CHAPTER VII

SUMMARY CONCLUSIONS AND RECOMMENDATIONS

SUMMARYshy

Thepurpose of this -study has been -to developgeneral

lischarge ratings for- thefour gates5 pne rectangular and

threecircular Ashas-been stated earlier the rectangular

late can only operate under weirflow condition The-three

ircular gates canoperate under either weir flow conditions

Then the upstream water depth is lower than the top of-the

ircular opening or orifice flow conditions when- the upshy

tream water depth is higher than the top-of the circular

opening For thelweir flow conditions either free flowor

submerged flow exists For the orifice flow conditions only

submerged type flowtakes place in the studies described here

In this study the discharge is given in liters per

second the weir lengtY L the crest height P the opening

diameter D the upstream head H1 and the downstream head

H2 are all given in mm The acceleration due to gravity

is 9800 mmsce2 H1 and H2 are measured from the top of

the crest to the undisturbed water surface in weir flow conshy

ditions and are measured from the centerline of the circular

opening to the undisturbed water surface in orifice flow conshy

ditions

The results of the investigations are given in Table 3

56

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 68: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

57

CONCLUSIONS

(a)H and H2 should be measured at a distance at

least eight times te maximum depth -of flow

(b)The free flbwweir equations Eqs 6-4 And 6-3

sh6uld-be appiied whenH1 D is--Iess then 86

percent

(c)When orifice flowtakes placeboth the upstream head

and downstream heady should be measured and applied to

Eqs 6-11 6-12 and 6-13

RECOMMENDATIONS

Recommendations for further research are

(1)Additional dimensions in crest heights and weir

lengths or opening diameters be studied in order to

determineif there is a general relationship for the

discharge coefficient

(2) More databe observed for circular gates operating

under free flowweir conditions-for HID greater

than 86 percent so that the problem of an undulating

surface touching the top edge of thelopeninq can be

evaluated

(3)Additional inclination angles be studied

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 69: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

Table 3 Dischige Equations- for Models investigated

T-ype-- f iFlowDevice_______S

Geometry-weir rge- ow (Sur edljnpe Flow (Plunging Nappe) Submergd Fw rfac Ne)

__________Free =

Rectangular Q C x10 Q =C 1 2 -6

Cdf ds g 3 2 - s 0- 9L = 046 m C df=2069( dsd 0481 Slt 089

77 Sgt089P = 008 m TMP = 18 TMP = TDP = 12TDP = 3 TCP = 65TCP = 15

= 5 x 10 = C D 5 2 pLDCidrcular CPL(HD)

= 0 990 0080HIP = 1128(1 - S 0385Sgt051D = 038 Cdf -l Cds 7

TMP - = 15 TMP = 114

P = 014 m TDP = 0 TDP = 20

TCP = 15 bull TCP = 94 2-0378 m ---099- H P Cd= 1062(1 - S Sgt038038 C 0 9 - df --

57 TI4P =TMP 9 -P = 019 m TDP 0 TDP = 3

54TCP = 9 TCP = 0 13 9 2

D 046 m Cdf 0-080HIP Cds 1210(l 02

) Sgt062

9 TMP = 54TMP = P =018 m TDP = 0 TDP = 4

TCP = 50TCP = 9

Notes TMP = Total Measured Data Points TDP = Total Discarded Data Points TCP = Total Calculated Data Points

OiicsOrifice

_________

6H0477 -TMP = 71 TDP = 26

TCP = 145shy-- 0-U477Q 133Hs-

TMP= 60 TDP 9

TCP = 51 04

Q 2 13H TMP = -39

TDP 2 TCP 371-]

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 70: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

59

LITERATURE CITED

1 Hart W E TDY Assignment in Pakistan June 18 -August 2 1975 Final Report Agricultural EngineeringDepartment Colorado State University Fort Collins (Unpublished)

2 Villemonte J R Submerged-Weir Discharge StudiesEngineering News-Record Vol 139 December 1947 pp 866-69

3 ASME Research Committee on Fluid Meters Classificationand Nomenclature Fluid Meters Their Theory and Applishycation 5th ed The American Society of Mechanical Engineers New York 1959 pp 11-13

4 Mavis F T Theres No Mystery in Weir FormulasEngineering News-Record Vol 142 January 1949 p 76

5 King E F Sharp-Crested Weirs Handbook of Hydraulics4th ed McGraw-Hill Co New York 1954 pp 41-14

6 United States Department of the Interior Bureau ofReclamation Weirs Water Measurement Manual 2nd edUnited States Government Printing Office Washington1967 p 20

7 Abramowitz M and Stegun I A eds Gamma Functionand Related Functions Handbook of Mathematical Funcshytions Dover Publications Inc New York 1961 pp 14-18

8 Vennard J K and Weston R F Submergence Effect on Sharp-Crested Weirs Engineering News-Record Vol 130 June 1943 pp 814-16

9 Rouse H Dimensional Analysis Fluid Mechanics forHydraulic Engineers Dover Publications Inc New York1961 pp 14-18

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 71: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

60

APPENDIX

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 72: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

61

Table 4 Hydraulic Laboratory Data for Rectangular Gate with a Crest Height of 008 m

(Litsec) H

-(rm) H12

(mam) H (mm)

S

64085 258sUl 25192 610 97637 7i37 259b4 25192 762 97064 7131 8454

260bb 2620o

251amp66 25192

a889 1016

96588 96123

9101 264be 25192 1270 95201 9ro 26711 Pb065 1651 93820

10478 2690 25141 1778 93395 7i31 22144 20620 15e24 93118 8469 223vy 20620 1778 92062 8a08 226be 20620 2034 91029 9b72 2303s 20620 2413 89524 4U21 50098

23044 231bu

2Z779 22703

254 457

98897 98026

5606 670

232ul 23541

22677 22703

610 8 38

97382 96439

7080 2369b - 26652 1016 95707 7505 237 b 22677 1118 95303 7Ye30 239u 22652 1270 94sect91 8J483 241b 22703 14a22 94104 8V49 24430 22779 1651 93o242

9ea 2469a4 227979 - 190P5 92282 10J37 249-b 22779 21o84 91250 10932 253-iv 22652 2667 89466

1958 1830$4 1762 -711 9b121 49956 1833 t7572 762 95844 4U71 279sectb 277o57 2929 99183 5b79 281s 21183 330 98825 6d02 281 b 2i757 381 98646 640 282040 27757 4o83 98291 79o22 28391b 27132 584 97937 8O15 2849 2t7732 762 97326 11186 2724 2bI92 2032 92536 11f24 2747lb 25192 2286 91681 12448 2774e 252943 2489 91024 12b17 278bv 25192 2667 90427 14973 141U89

2771b( 27504

19350 19350

84907 8153

6971 70355

1483 2840-94 18969 9525 66572 15i34 11)89

289b 2420U0

11842 15540

10135 8661

659q5 64211

12491 251ye 15794 9398 62694 12f44 258il 1541 10414 59677 12319 25i41 15667 9474 62316

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 73: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

62

rlTable A Continued

Q H1 H 2 H S (Litsec) (mm) (mm) (mm)

8038 286i1 27757 864 96983 -7160 379 17 37638 2079 990263 84128 1100

3799 2371o

37638-15845

3 eg567874

04o64 66802

12b96 259b4 19858 6096 76512 13169 2647 19664 6883 74012 16b96 310os4 24176 6858 77901 1679 3154 23922 7620 75842 669 216 3b 26620 1016 99304 7193 2181U 20620 1270 94198 499 254ov7 25192 305 98805 5t79 256-24 2s192 432 98315 3172 1802y 17775 254 98591 4J05 5069

18201 183ub

17597 7572

610 813

96652 95579

1o80 23414 20620 27994 88067 13J10 281uY 25166 3023 89277 14u18 28519 251992 3327 88333 15134 289 b 19147 9830 66076 55o06 2131te 20620 762 96436 34 253i 25192 127 99498

11609 28011 25192 2819 89935 202iY L73-18 2921 85567

410190 23871 20620 3251 86380 8OU36 3807u 3638 432 98866

1i028 247oY 2012 4597 81394 14089 292sub 249938 4267 85389 14i82Vs 49 2951018711b 246841-572 4826ll4 8364693893

6 02 19 0bti 17572 1397 92635 30402 278Bbv 27757 102 99635 3v93 279 sb 7633 152 99455

63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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63

Table 5 Hydraulic LaboratoryData for 038 m Diameter Circular Gate with a Crest Height of 014 mWeir Flow

Q H H2 H S (Litsec) (mm) (mm)

3U02 167aab 175ampl18 US TZo 93240 3455 3do2J 4i31

1916 1950b 2-4- V

17264 17264 168a3

L905 2286 3556

90062 88307 82h02

3455 4191 4(015o98 4078

1sect Vb 19804 20j L 2661j 1981

17137 17010 16756 16629 17264

2159 2794 a556 4064 2540

88811 85891 82493 80360 87174

2917 5034 6J44 4YI156 4b31 3138 29017 5J81 5664 6089 6287 -50998 3172 4135 5069 778 7b45 961 94o74 9Y12

104J65 1062O 111000 11638

190 e 100226 2i60j 16883 22344 16629 200 167956 2031w 17010 10677 17264 1908ad 17645 21esde 16502 213ei- 16502 217ov 16248 226 0 162o48 20-1 16883 18616 11264 195 b0 16883 2056 16502 23461 16248 2450j 15740 2564 15359 26= -shy15359 2670i 1497827291 14851 279ji 14597 28440 14343 2920oe 14216

1016 4826 5715

4 0 L4 3302 2413 1397 5080 4826 5461 5842 40e64 1397 2667 4064 72o39 87963 10287

-1079E

11811 12446 13335 14097 -4986

94664 77769 74422 8040 83743 87737 92663 76461 77372 74844 73553 80598 92514 86358 80239 6-178 64236 59888 581i5 55910 54405 52258 50432 48681

UJ976 12b74 13107 5634 5V919 6V38 7)905 7o86 8o81 94089 9V69

29904 303j4b 3 6jj I 9-b- 222-17 23106 24006 24307b 25 1ju P a1 26v

a--62 13835 1J708 10240 15994 15740 15486 152o32 15105 1497 14851

619 6510 8923 Sia7 6223 7366 0309- 9144 0033 1l49 1938

465-9 45592 42008 75730 71989 68120 64 1 62487 60088 57s547 55436

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 75: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

64

Table 5 Continued-

H I -shy(Litsee) (ram) (mm)- (mm)

7f31 8100

_8b609

264-Uo 2673w272yf

21328 21328 -21074

50a0 5410

-6223

aD763 79766

-77202 i9147 2789ub 20947 6858 75335 96851o620

2844U294b

20820i 56

76208890

7320669819

1OV88 29837 26312 9525 68076 1155 11V79 12602

3047d 309uo 319Yb

20185 20058 19804

10287 10922 12192

66241 64745 61895

1244 3237 19677 12700 60774 11423 12b46 13197 13650

365sy 3i2 322bu 332abb

19042 18661 18534 180a26

11557 12624 13716 15240

62230 59648 57469 54187

14160 34664 175s18 17145 50537 1444J 353e 17518 17805 49593 14i55 3656d 15740 20828 43042 14S30 380ve 15232 22860 39987 14018 33901 13708 20193 40435 14614 361b 11676 24511 32265 1426 365b6 17264 19304 47210 15e36 3809ve 16883 21209 44321 15f4o 39B70 16502 23368 41389 1035 292bg 20566 86s87 70304 11U73 29964 26439 9525 68211 11666 3089bJ 20185 106968 65423 1216 32124 19931 12192 62045 13439 332obb 19550 13716 58768 13905 3454b 19296 15240 55872 1000 372uj 19042 18161 51184 15e36 383e9b 18534 19863 48269 15633 39616 18280 21336 46142 16171 4164b 18026 236s2 43281 16b8o 4456V I101 27559 38i65 28s32 2286be 22217 635 97o221

_3e57 23190b 22217 889 96152 3b 23 23366 22090 1276 4963 4461 23614 22039 1575 93331 4bs88 238bb 219963 1905 92018 5e0- 1 241041 -M2 -266 e186 0 do533 5664 24504j 21836 26c67 89115 060

44 24842

2170921709

31753429

87241 86369

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 76: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

65

Table 5 Continued

Q HI H2 H S (Litsec) -Imi) (m) (im()am)

6Z401- 0 S7192 24SOuJ

84 18280 6223

77-487 74603

8015 10960

2510jb 28440

18026 17264

7112 11176

71708 60703

114015 12064

292od 299

17010 17010

12192 12954

58249 56768

12631 307ib 16683 13843 54946 8469 293e 18026 7366 70990 9u6 264 Ut 17772 863 67297 965710480 2691b

278ub 17518 18915

9398 8890

65083 68027

8439 5640 17899 77e47 69792 9961 265sb 17518 9017 66018 9b84

1OV932 272Y1265-ecf

17264 167FB6

10033118011

63245 5-8655

12149 299b4 16121 13843 53801 12116 307-eb 15740 14986 51226 13i69 3149u 15613 15870 49583 13b65 322sbf 15562 16688 48254 13de54 3174w 15994 15748 50387 12f72 106-63

309bu 2819bb

159994 17010

14986 11176

51626 60349

4158 2184b 19042 2794 87204 13d54 3171id 1602 15240 51987 13b79 327bi 162048 165 10 49600 14i60 344oY 15994 18415 46481 14443 3567r 15740 199939 44115 14160 342a 14978 19304 43690 14928 355be 14851 20701 41772 14Y25 368e 144-70 223952 39297 1335 3271U 1532 17526 46498 2is3i 22907V 22344 635 97237 3483 2323J 22344 889 96173 4i948 23614 22217 1397 94084 4b14 239y 22090 1905 92061 5J52 2437b 21963 2413 90101 5d34 2463u 21836 2794 88656 6457 251u 21709 3480 86185 7080 259o 1582 4318 84328 7s16 2640u 213928 5080 80763 8J26 26991b 21201 5715 78767 8b36 27474 21074 6401 76703 9b72 2831 20020 7493 73535 10139 2881d 20693 8128 71798

66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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66

Table 5 Continued

__Q

-(Litisec) H1

~m ) H2

71ii(rm) H (mam) +

S

-Q-03 274 31 144 13208 52i713 11040 89-4 1 470 14478 49906 J20076 13197 -L72

30614 31 4 U 2082U

14343 14216 19804

156o72 172s72 1o6

47786 45147 95120

41o91 214bb 19550 1905 91121 5U913 22690 14296 2794 87352 5806 -3b40

2268b200stib

4i418153

39937- 1905

820771 90502

3Us02 208iu 19804 1016 95120 4021 21ol 1955 1651 92212 5813 218bb 19169 2718 87o582 5721 225yb 18915 3684 83702 6429 234s87 18559 4928 79020 6i25 238bb 185934 5334 77652 7bo90 2464u 18280 6350 74218 6457 2348 186961 4826 79452

67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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67

Table 6 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 014 m Orifice Flow

Q H HH2

(LitSec) (n) (mm) 7 (mm)

3877 16906 16094 4695 17364 15840 1524 6514 1838) 15586 2794 10224 163922 97o44 6579 14755 18126 2378 1574P 15434 1937u 1844 17526 1601 20412 1362 19050 16511 21936 1082 20b3 12772 14697 3521 11176 135)9 158o4o 3140 12700 13509 15840 3140 12700 1416u 16983 2759 14224 7080 18634 15459 31e75 7080 18634 15332 3304 7816 19218 15205 4013 7363 19015 15332 3663 8496 19904 15078 4826

10011 21174 14570 6604 11328 22444 14062 832 12761 23714 14554 10b)O141 6L 25492 12792 12700 15655 28159 1203o 16129 7788 19396 15332 4064 7561 19142 15332 3810 56n-7 17745 15840 1905 5664 17999 1584t) 21959 70S0 18888 15459 3Q29 4248 17237 16094 11943 673 17364 1584b 1524 5013 17491 15840 lb1 5834 17872 15713 21-59 6344 181e26 15586 2540 4248 17110 15967 1143

15151 27778 125938 15240 15944 29173 12157 17018 16652 30572 11649 18923 10818 22190 1457u 760 12121 23714 14062 9652 1314u 24984 13427 11557 14047 26254 13046 13208 8354 19904 15332 4572 8836 20285 15205 5080

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 79: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

68

Table 6 Continued

Q HI H2 H

(LitSec) (mm) (nMM) (mm

6862 13300 10506 2794 5721 12919 10807 2032 7023 13681 11014 2667 4191 12030 10887 1143 36 82 11776 11014 762

5055 12411 10760 1651 5619 12665 11014 1651

14188 20793 7458 13335 14641 216i82 7204 14478 15972 23841 6061 17780 15576 232s06 6569 16b37 9912 15586 9490 6096

11016 16729 d98e 7747 1132S 172o37 8855 8382 12716 18634 8347 [0287 3682 11776 11141 f35 5007 12284 1C760 1524 5752 12538 10506 2032 623 12919 10506 2413

7080 13427 10252 3175 7624 13808 9998 3U10 8383 14316 9998 4318 4248 11903 10760 1143 6627 140s62 112e68 279

6751 14062 112t8 2794 3747 11776 10887 889

4588 12030 10760 1 7o

9935 16094 9744 6350 11328 17618 9363 8255 1o932 16729 923b 74993 12206 18126 8728 9398 8496 14824 10252 457-2 996u 16221 9871 6350 11328 17618 9236 8382 12744 192o69 8728 10541 4364 7458 64s42 1016 5106 7839 b315 1524

7139 8982 5934 3048 15576 19523 346 19177 16794 26000 5680 2032o 1416o 211a74 79o66 13208

6203C 13681 11268 2413 453) 7458 6188 127C 9960 11328

112b8 13046

5q45 4410

6223 8636

69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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69

Table 6 Continued

Q 1 2 H

(LitSec) (mm) (ram) (mm) i

12682 14570 3775 1u795 1416u 16983 2886 14097 75961 9236 5807 3429 7947 8165 8496

9490 9744 9998

5681) 568J 5680

3blO 4064 +316

9969 11268 49-18 6350 7335 8581

9109 9998

5807 5426

3302 4572

9176 10506 5172 5363t 9940 11141 4918 6223 10535 11776 4664 7112 11243 12538 4410 8128 12093 5837

13681 822U

3902 60bJ

9779 2159

6253 8474 6u61 13 6528 8691 593-4 2h67 6751 8728 5934 2794 4248 5664 6287

12157 12792 1838

11014 12887 15894C

114 1905 2540

6967 18888 155hb 33Uc

7618 19142 15459 3683

8071 388t) 3313 4248

19650 17110 168s56 17110

15332 16094 16094 16221

4318 1016 762 889

5296 17745 15967 1778

13395 14330

19523 21047

8093 7585

11430 13402

15378 22698 6950 157+8 16029 23968 64942 17526

1618 141s89 10506 3683 8128 8609

1457i 14951

10252 10252

4316 4699

9091 15332 9998 5334

388C 7204 b315 8b9 6599 8220 5680 2540 9176 10506 5426 5080 77u3 9236 5680 3556 8213 7108

9617 8855

5426 5553

4191 3302

6797 8601 5801 2794 5976 8220 5934 2236

70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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70

Table 6 Continued

SHI H2 (Litsec) H1(ram) H2H(mmn) (mrm)

579 7966 6061 1905 6004 8220 5934 2286 6514 84o4 r-0340 20 7080 8855 5807 3048 7080 8601 5553 3048 7591 8982 5426 3556 7958 936 5492b 3810 8383 9490 5299 4191 4701 7204 5934 1270 4956 747 5d83 152 5494 7712 507 1905 6089 79s66 56o8( 22b6 4135 6950 5934 1016 4361 7077 59o34 1143

71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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71

Table 7 Hydraulic LaboratoryData for 038m Diameter Circular Gate with a Crest Height of 019 m WeirlFlow

____H H _ _Q 1 2 H S (LitSec) (ram) (mm) (mm)

10-P7kjvI it 706 178465 3047

10 f962 26607 7811 18796 29358 11668 2757 7761 19812 28146 12008 263sb 75a57 20028 26624 5$79 20304 14669 5715 71964 6089 210i 14415 6604 68581 6684 21101 14i87 75m44 65285 7e22 224i 14034 8382 62608 7be73 232bb 1653 9601 58713 8be53 240961 03991 10668 55675 9176 248bb 13272 11582 53400 9t27 256 13018 12624 50770 1077 268bplusmn 1 688 14173 47236 11b26 27801 12510 15367 44877 431 19114 15177 3937 79403 5U13 197 14923 4826 75564

11470 278e 12841 149o86 46145 12J48 288Y 12637 162956 43738 12Y14 2970o 12383 17343 41686 13164 30917 12129 188947 39157 3i80 1841i 15457 2972 83874 4461 18965L 15228 3759 8Q 3 97 1800t 15685 2413 86667 4J05 189bi 15431 3531 81381 5d991 207ov 14695 609 7079 6914 216ob4 14415 7239 660570 763 225Y4 14161 8433 62677 8d969 23811s 165 10160 571315 3b40 2254J 21527 1016 95o493 4078 229i4 21527 1397 93906 4630 232bb 21350 190 91808 5098 235by 21299 2261 90405

14926 353070 17717 17653 50091154o3 370-sie 02909 19411 46t A

9487 254 13145 i292 51882 7euro22 215a7 9827 12700 410068VOZ6 W1tiu 113p67 10414 52109

9j65 222si i13 11176 49860 9486 230bl 108e59 12192 47110

104979 2344e 10732 12700 459802 4b44 169bb 13272 36o83 78278 4599 172jb 131o45 40989 76273 5481 17794 12891 4902 724O 6004 i4Y 12637 5842 68387

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

Page 83: AID USE 0t LL A. BIBLIOGRAPHIC INPUT SHEET S U BJ E …pdf.usaid.gov/pdf_docs/PNAAD122.pdf · agency for international deivelopment "for aid use 0t ll. washington. 0. c;20523 . a

72

J-TabI ~ ontiud

Q (Lit Se c)

12 (mi -

H(ra ) (mm)

bull4 151077 13933 1245 91800 A13l 13U~8O

l6ub 1~26

137 8o 13526

1965 267

87855 83530

44 18 16701 133049 33i53 79925 U t68 1ZJ19

Z94bu 309ob

19368 191991

10592 1735

64647 62055

L209

1U045 11074

316-u Z53810bOI 24I44 248y

189037 14923

[OE05 10097

1275l 5334

1353 14732

59761 73669 43926 40667

73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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73

Table 8 Hydraulic Laboratory Data for 038 m Diameter Circular Gate with a Crest Height of 019 m Orifice Flow

Q

(LitSec) 1

(mm) H2

7(mm)i H (mm)

6174 7149 4736 2413 6655 7454 609 - 45 7193 7861 +559 3302 764b 8165 4355 3blt 7b6 8165 4355 38-10 8071 8546 43955 4191 8468 8877 4178 46v99 8949 9232 i4101 Si31 9412 974u 389d 5842

10025 10451 372o 6731 1062u 11086 34bb 7620 113H5 11975 3u85 Bbo90 11951 12788 2882 9906 12911 14134 2450 116b4 13424 1384b

15023 1576u

26) 1942

12954 13818

3144 1U451 9816 b35 407d 10756 9b689 lU67 4475 5096

10959 11213

9639 94b

13i1 1727

5749 11467 v207 2261 62(12 11798 9308 2489 6655 12128 9181 2946 7U52 12433 9181 3251 7448 12737 9r5 3683 7788 12991 b927 4064 8128 13245 8902 4343 8581 13626 87- 4902 9006 14007 Cb23 5385

10025 15023 8292 b731 10762 15785 7937 7849 11838 17005 7429 9576 1503Z 17411 37 17374 1469b 16928 418 16510 14217 161 39 799 15240 135 14896 1434 13462 1467v 17259 1434 15824 15434 18579 917 17b02 15916 19595 545 19050 16312 20561 291 2 9 11951 12788 2882 9906 12914 13424

14134 15023

2450 2069

11684 12954

13848 157b 1942 13818

74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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74

TablJ6 8 Conitinued _____ __ ____1 H2 H

(LitSec (mi) (nu) (mm)

42a40 6 1 033 49s490 41~ 5265494 19+ lb00

6895 4863 20 A2 128 57 181098 7022 11146 285 181 -98 7o022 11176

t135 1460Tu

194068 20865

h3 6o0

130-i8 148o59

75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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75

Table 9 Hydraulic Laboratory Data for 048 m Diameter Circular Gate witlia Crest Heighof 018 m Weir Flow

Q H1 H2 fH S (LitlSec) (mm) (mm) (mm)

12036 277 4 3 68857 12602 282i 18967 9322 671048

3197 2887 18840 10033 65251 1345 295aut 1-5-86 10922 62986 146 078 3621r0 18332 11938 600562 154963 310js 18027 13005 58 092 15118 312w 17951 13335 57377 16625 320U 17697 14351 55220 340 252oib 24809 40b 98380 4475 2544 24682 _ 76 97005 5U098 25bb 24682 1016 96046 6332 2607 24479 1600 93864 7450 264 bu Z4377 2083 92128 8196 9176

269b2747

24174 23971

2794 3505

89640 87243

10450 11b46

20tJb - 292OJ

2j-66 23666

4572 5537

83809 81039

12b22 299bb 23539 6426 78554 13U91 3090i 241e58 7823 74749 14698 3i5v1 23031 8560 72904 1566 3250bb 22777 9770 69963 166oL 331-YI _ 105-4i 6241 1692 3357d 22142 11430 65954 17d75 3382b 21888 11938 64708 4oO4 4814

28691y2874b

a38 28111

381 635

98669 97791

5619 290OO 27984 1016 96497

7193 29501 27984 1524 94835 8 13 297ob 27857 1905 93599 91947 302-7 g70172qa 540 91e609

104050 3077u 27476 330a 89272 1132 31ibb 27349 3937 87416 12420 317OV4 27Zs 5Z 85620 12b29 321i7b 27222 4953 84606 13J67 325bb 26968 5588 82836 14926 3331w 24714 660A 80179 15669 3390-b 26460 7493 77931 164s96 345eu 2626 838a 75766 17049 350Vb 26079 9Q17 74308 17388 355o 2552 960I 72995 16171 340Uo 25901 8179 76001 16J97 _17i42

3434 34207

g5895 21634

6 5900 12573

75217 63244

76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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76

Q - n2 H S

(LitSec) -(mm) (mn) (mm)

1635 1705 13J056

325obb 329147 2746

17570 173j6

145

14986 1621 17526

53969 52573 37371

13V90 122420

286h 265-1

1C712 20

17907 37430 42322

126040 2727J 1630 16 39277

77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985

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77

Table 10 Hydraulic Laboratory Data for 048 m Diameter Circular Gate with a Crest Height of 08 m Orifice Flow

Q H____1 -HHI2 2 H

(LitSec) (nun) (ram) (mam)

6372 8526 7510 1016 1222 878u 7510 12s70 7881 90e34 74o59 15s75 8564 9288 7383 1905 92f4 9542 7281 2261 977o 9771 7256 2515 10450 10050 7256 2794 1113u 10304 7129 3175 13735 14542

11523 11955

6748 65e45

47o75 5410

15247 12361 6494 5867 15859 127v93 62965 6528 41ql 52949 4843 406 5463 55(13 474i 7b2 7Ufj9 d524

5935 6367

-7sI 44o67

1219 I880

9657 6748 4411 2337 1079u 72956 4208 3048 115b 7637 4081 3556 1224 d018 3954 40f4 10011 7002 446 2bQ0 1331 8526 3827 4099 14217 9034 37e00 5334 15066 9542 3446 6096 12744 7459 2bo84 4775 11753 6875 2i38 3937 4854 8247 7637 010 579 8399 7561 638 15859 17492 1I1-52 7J41 16284 16652

17797 18229

1152 10152

7645 80977

17020 18534 9672 86bi 11846 10558 7002 3556 12319 10812 7002 3810 12461 10837 7002 3835 124o4 7256 2938 4318 4191 8u43 (o37 4906 15661 9923 34s 6477 16346 10304 3319 6985