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AD-A241 967~II~~1l ~ II1I11li TECHNICAL REPORT HL-91-15
HARRY S. TRUMAN DAM SPILLWAY ANDPOWERHOUSE, OSAGE RIVER, MISSOURI
Hydraulic Model Investigation
Volume IMAIN TEXT
by
James R. LeechARVI I ...... Hydraulics Laboratory
T- K...,. .......
DEPARTMENT OF THE ARMYS----..... Waterways Experiment Station, Corps of Engineers
........ ___....... 3909 Halls Ferry Road, Vicksburg, Mississippi 39180-6199
DTIC.00N~D
1 -! 311
September 1991Final Report
Approved For Public Release; Distribution Unlimited
91-13844
HYDRAULICS
Prepared for US Army Engineer District, Kansas CityLABORATORYI DKansas City, Missouri 641,06-25,46
LABORAORY 9. 10 22 -£42
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FURNISHED TO DTIC CONTAINED
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September 1991 Final report (in 2 volumes)4. TITLE AND SUBTITLE 5. FUNDING NUMBERSHarry S. Truman Dam Spillway and Powerhouse,Osage River, Missouri; Hydraulic Model Investigation;Volume I: Main Text
6. AUTHOR(S)
James R. Leech
7. PERFORMING ORGANIZATION NAME(S) AND ADDRESS(ES) S. PERFORMING ORGANIZATIONREPORT NUMBER
USAE Waterways Experiment Station, Hydraulics Technical ReportLaboratory, 3909 Halls Ferry Road, Vicksburg, MS HL-91-1539180-6199
9 SPONSORING/ MONITORING AGENCY NAME(S) AND ADDRESS(ES) 10. SPONSORING/ MONITORINGAGENCY REPORT NUMBER
USAE District, Kansas City, 700 Federal Building,Kansas City, MO 64106-2896
11. SUPPLEMENTARY NOTESA limited number of copies of Appendix A were published under separate cover.Copies of this report and Appendix A are available from National TechnicalInformation Service, 5285 Port Royal Road, Springfield, VA 22161.
12a. DISTRIBUTION /AVAILABILITY STATEMENT 12b. DISTRIBUTION CODE
Approved for public release; distribution unlimited.
13. ABSTRACT (Maximum 200 words)
Tests were conducted on a 1:50-scale model. of the Harry S. Truman spillwayand powerhouse to investigate the cause of and help develop a solution for scourdamage on the spillway stilling basin apron. The circulation of rock within thestilling basin (brought in by the flow from downstream) was considered to be theprimary cause for the scour on the basin floor based upon the flow patternsobserved and measured in the model. Various flow conditions were simulated forboth powerhouse and spillway releases to assist in the evaluation of undesirablescour-producing flow patterns. Pressure transducers were used to determine flowpressures in the upstream portion of the basin. All of the test results, alongwith observations, led to the conclusion that removal of a portion of the flip
lip was not a viable solution for the prevention of scour in the stilling basincaused by the circulation of rock during a range of flow conditions. The fliplip is a flow deflector that was added to the downstream face of the prototypespillway during construction to prevent excessive supersaturation of dissolved
(Continued)
14. SUBJECT TERMS 15. NUMBER OF PAGESFlip lip Rock trap Spillway 225 (In 2 Volumes)Powerhouse Scour Training wall extension 16. PRICE CODEPressure Similitude Velocities
17. SECURITY CLASSIFICATION 18. SECURITY CLASSIFICATION 19. SECURITY CLASSIFICATION 20. LIMITATION OF ABSTRACTOF REP7, OF THIS PAGE OF ABSTRACT
UNCLASSIFIED UNCLASSIFIED I I _I
NSN 7540-01-280-5500 Standard Form 298 (Rev 2-89)Pric rbod by ANS, Std 19"18298.102
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13. (Concluded).
gases in the water downstream of the dam, preventing gas embolism in fish.Various rock traps were tested in conjunction with end sill modifications,none of which were found practical for prototype usage because they causedunsatisfactory flow conditions with larger discharges.
Consideration was given to a concrete overlay to repair the prototypescour and to an overlay of the channel floor just downstream of the end sillfollowed by periodic prototype inspections.
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PREFACE
The model investigation reported herein was authorized by the US Army
Engineer Division, Missouri River (MRD), Omaha, NE, on 23 May 1989 at the
request uf the US Army Engineer District, Kansas City (MRK). The spillway
model tests were accomplished during the period of March 1990 to December 1990
in the Hydraulics Laboratory of the US Army Engineer Waterways Experiment
Station (WES) under the general supervision of Messrs. F. A. Herrmann, Jr.,
Chief of the Hydraulics Laboratory; R. A. Sager, Assistant Chief, Hydraulics
Laboratory; and G. A. Pickering, Chief of the Hydraulic Structures Division,
Hydraulics Laboratory; and under the direct supervision of Mr. N. R. Oswalt,
Chief of the Spillways and Channels Branch, Hydraulic Structures Division.
The tests were conducted by Messrs. J. R. Leech, Spillways and Channels
Branch, and J. Hall, Hydraulic Analysis Branch, Hydraulic Structures Division.
This report was prepared by Mr. Leech and assisted by J. R. Rucker, Spillways
and Channels Branch, and edited by Mrs. M. C. Gay, Information Technology
Laboratory, WES.
During the course of this investigation, Messrs. W. Mellema and
A. Swoboda, MRD; and Messrs. P. Barber, W. Linder, D. Huff, T. Wright,
S. Hobbs, and J. Conley, MRK, visited WES to observe model tests and correlate
results with prototype experiences.
Commander and Director of WES during preparation of this report was
COL Larry B. Fulton, EN. Technical Director was Dr. Robert W. Whalin.
Acceson- For
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CONTENTS
Page
PREFACE................................................................... 1
CONVERSION FACTORS, NON-SI TO SI (METRIC) UNITS OF MEASUREMENT ..... 3
PART I: INTRCA)UCTION................................................... 4
The Prototype....................................................... 4Purpose of Model Study.............................................. 95
Scope............................................................... 7
PART II: THE MODEL...................................................... 8
Description......................................................... 8Scale Relations..................................................... 9
PART III: TESTS AND RESULTS............................................. 10
Existing Flow Conditions........................................... 10Training Wall Extension............................................ 11Rock Trap Tests..................................................... 12Stone Displacement Tests with Modified End Sill ..................... 13Tests Without Flip Lip............................................. 14Hydrostatic and Instantaneous Pressures............................ 15
PART IV: DISCUSSION AND CONCLUSIONS..................................... 17
TABLES 1-6
PHOTOS 1-7
PLATES 1-115
APPENDIX A*: TIME-HISTORY PLOTS OF PRESSURE DATA........................ Al
A limited number of copies of Appendix A were published under separatecover. Copies are available from National Technical Information Service,5285 Port Royal Road, Springfield, VA 22161.
2
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CONVERSION FACTORS, NON-SI TO SI (METRIC)
JNITS OF MEASUREMENT
Non-SI units of measurement used in this report can be converted to SI
(metric) units as follows:
Multiply By To Obtain
cubic feet 0.02831685 cubic metres
feet 0.3048 metres
feet of water (39.20 F) 2.98898 kilopascals
inches 25.4 millimetres
miles (US statute) 1.609344 kilometres
pounds (force) per square inch 6.894757 kilopascals
3
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HARRY S. TRUMAN DAM SPILLWAY AND POWERHOUSE
OSAGE RIVER, MISSOURI
Hydraulic Model Investigation
PART I: INTRODUCTION
The Prototype
1. Harry S. Truman Dam is a multipurpose project located at mile 175 on
the Osage River. The dam is in Benton County, MO, about 1-1/2 miles* south-
west of Warsaw, MO (Figure 1), in the headwaters area of the Lake of the
Ozarks. The purposes of the project are to provide flood control, hydro-
electric power, recreation, and fish and wildlife habitat. The principal
features of the project plan are an earth embankment, a four-gate overfall
L21 0 w AN E S R A S AA
CLARENCE'- - -------- -,-- , . ... CANNOl , k %
F r . Josepn map
K A o A f conv MISSOURI
H~thno ARRY S. TRUMANQAM L AKE OF TH E OZARKS
(m tr c) u t iStockton r
4AM
0 K L A m 0 M A SCALE2 5 0 25 SO 7S Mi
m~m m A R K A N S A S
Figure 1. Vicinity map
A table of factors for converting non-SI units of measurement to SI
(metric) units is presented on page 3.
4
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ogee spillway, and a hydropower installation (Figure 2). The overall length
of the concrete sections and earth embankment is approximately 5,000 ft; the
height of the dam above the riverbed is about 98 ft.
2. The ogee spillway section with a crest elevation of 692.3* is
designed to pass the spillway design discharge of 284,000 cfs at a head of
58.8 ft above the crest. Flows over the spillway are controlled by four
40-ft-wide by 47.3-ft-high tainter gates. The piers supporting the gates are
10 ft wide, making the gross length of the weir 190 ft. The weir profile is
designed to conform to the lower nappe shape of a weir with a 2V:lH** up-
stream slope at a design head of 43 ft, which is approximately 76 percent of
the 58.8-ft head required to pass the spillway design discharge. That portion
of the weir upstream from the crest is formed by radii of 22.79, 9.37, and
2.09 ft, and the downstream portion follows the curve described by the equa-
tion y = x"S'25/43 . A general plan with model limits of the portion of the
project investigated in this study is shown in Plate 1. A 7-ft-wide horizon-
tal flip lip developed during previous model testst to prevent gas supersatu-
ration downstream of the spillway was built on the spillway face at el 655.0.
3. The stilling basin (Plate 2) consists of a 183-ft-long horizontal
apron at el 612.0, surmounted by two staggered rows of 16.5-ft-high baffle
piers and a 6-ft-bigh end sill. The left training wall extends the full
length of the basin with its top at el 682.0 and has a 4V:lH slope on the
inside face. The powerhouse (Plates 2 and 3) confines flow on the right side
of the basin and is terminated by a divider wall, with its top at el 677.0,
which separates the powerhouse tailrace and the stilling basin (Figures 2
and 3). A cross section of the powerhouse as represented in the model is
shown in Plate 3.
Purpose of Model Study
4. The primary purpose of these hydraulic model tests was to determine
All elevations (el) and stages cited herein are in feet referred to the
National Geodetic Vertical Datum (NGVD).Slope shown as vertical on horizontal.
t Glenn A. Pickering and D. Bruce Murray. 1979 (Nov). "Model Study of
Harry S. Truman Spillway, Osage River, Missouri; Hydraulic ModelInvcstigation," Technical Report HL-79-20, US Army Engineer WaterwaysExperiment Station, Vicksburg, MS.
5
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Figure 2. Approach to s5pi llway and powerhouse looking dosc1til
,f
Figure 3. Powerhouse and spiliway looking upstream
6
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the cause of scour damage (erosion) on the stilling basin floor and to dtvelop
a solution to the scour problem.
Scope
5. This model was used to simulate operating conditions for both
spillway and powerhouse flows whereby flow patterns could be observed and
measured for determining the causes of erosion on the tace of the spillway and
in the stilling basin. Measurements of hydrostatic pressures, instantaneous
pressures, and flow velocities and direction were taken to assist in this
determination. Stone displacement tests were used to confirm flow patterns
and evaluate ways to achieve an erosior-free stilling basin.
6. Pressure transducers were included on the basin floor to determine
the water pressure on the slab in the upstream portion of the basin. Recent
model studies have indicated highly fluctuating pressure in the upstream
portion of the jump. The pressures in the upstream portion of the basin were
needed to evaluate basin slab stability, especially in eroded areas.
7. Various methods of erosion repair such as creating a rock trap by
concrete overlays and raised end sills were sugge'ted for evaluation. Preven-
tion of rock entering the basin from downstrean by any affordable means to
minimize future erosion was desired.
7
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PART II: THE MODEL
Descriptior
8. The model (Plate i, Figure 4), built to an undistorted scale ratio
Figure 4. The 1:50-scale general model looking upstream
of 1:50, reproduced 2,000 ft of the cuived approach channel, an 1,800-ft-wide
section along the dam (including the spillway and powerhouse), the powerhouse
tailrace, and 2,000 ft of the curved exit chan~ei. The weir, gat- p~ers,
fainter gates, powerhouse, divider and training walls, and n',overflow sec-
tions were fabricated of sheet metal; the stilling basin was made of water-
proofed wood. Topography in the approach and exit was reproduced by cement
mortar molded to sheet metal templates.
9. Water used in operation of the model was supplied by pumps, and
discharges were measured with venturi meters. Steel rails set to grade along
the si ; of the flume provided a reference plane for measuring devices,
Water-surface elevations were measured with a point gage, and velocities were
m.asured with a pitot tube. Tailwater elevations were regulated by a gate at
the dow-stream end of the flume. Pressures on the spillway crest were
8
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measured with point gages mounted vertically over 3-in. cylinders connected to
the piezometers in the model. Nine pressure cells (Plate 4) were mounted
flush with the stilling basin apron. The type 4-312 cells were manufactured
by Bell and Howell and had a range of 50 psia. The natural frequency was
8,000 Hz for 26 psi (±15 psid).
Sc-le Relations
10. The accepted equations of hydraulic similitude based on the
Froudian relations were used to express mathematical relations between
dimensions and hydraulic quantities of the model and the prototype. General
relations for transference of model data to prototype equivalents are as
follows:
Scale Relation
Dimension Ratio Model:Prototype
Length Lr 1:50
Area Ar = L 1:2,500
Velocity Vr = L.12 1:7.0711Discharge Qr - L512 1:17,677
9
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PART III: TESTS AND RESULTS
Existing Flow Conditions
11. Initial tests consisted of documenting flow conditions in the model
with the existing structure, some of which have never occurred in the proto-
type. Discharges in this report are total discharges (except where speci-
fied). The total discharge wat - combination of spillway and powerhouse
releases. Model vertical velocity profiles were obtained for nine stations
across the spillway and three positions for each station (Plate 5). Tests
consisted of documenting flow patterns and measuring velocities for the
following flow conditions:
a. Powerhouse units 1-5 operating with a discharge of 29,000 cfs(unit 6 closed), spillway gates 1-4 operating with a 6.2-ftgate opening passing 32,000 cfs, pool el of 736.7, and a
tailwater el of 664.5. Total discharge was 61,000 cfs.
b. Powerhouse units 1-5 operating with a discharge of 29,000 cfs(unit 6 closed), spillway gates 1-4 operating with a 7.7-ft
gate opening passing 47,000 cfs, pool el of 736.7, and a
tailwater el of 665.4. Total discharge was 76,000 cfs.
C. Powerhouse units 1-5 operating with a discharge of 29,000 cfs(unit 6 closed), an uneven spillway operation passing
49,000 cfs (gates 1 and 2 open 4.7 ft, gate 3 open 8.7 ft,gate 4 open 12.7 ft), pool el of 738.7, and a tailwater el of
665.3. Total discharge was 78,000 cfs.
d. Powerhouse units 1-6 operating with a discharge of 32,500 cfs,spillway gates 1-4 operating with a 19.0-ft gate openingpassing 100,000 cfs, pool el of 742.0, and a tailwater el of
668.3. Total discharge was 132,500 cfs.
e. Powerhouse units 1-6 closed, spillway gates fully open passing229,000 cfs, pool el of 742.0, and a tailwater el of 675.0.
Total discharge was 229,000 cfs.
f. Powerhouse units 1-6 closed, spillway gates fully open passing
284,000 cfs, pool el of 751.0, and a tailwater el of 678.0.
Total discharge was 284,000 cfs.
All velocities were measured with a pitot tube.
11. Velocities and flow patterns determined for a total discharge of
61,000 cfs are shown in Plates 6-14. Velocity stations are shown in Plate 5.
Flow along the channel bottom was upstream due to the flip lip (Plate 15) on
the downstream quadrant of the spillway causing a surface jet to create an
under roller in the stilling basin. Loose rock on the downstream channel
10
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bottom could be pulled into the stilling basin due to the strong upstream
velocities along the bottom. Plates 16-24 present velocities for a total
discharge of 76,000 cfs. The under roller still existed with a discharge of
76,000 cfs and was more concentrated in the middle of the stilling basin.
Plates 25-33 show flow conditions and velocities for a total discharge of
78,000 cfs with an uneven gate operation. The under roller existed downstream
from the lower gate openings (sta 1-5 across spillway). Flow downstream from
the larger gate opening plunged over the flip lip and eliminated the roller on
that side of the stilling basin (sta 6-9 across spillway). Plates 34-42
present the velocities for a discharge of 132,500 cfs. The jet plunged and
eliminated the under rcller. Velocities at position 3 did not go to the sur-
face due to the hydraulic jump causing a very turbulent zone. Plates 43-51
present the velocities with a discharge of 229,000 cfs showing the satisfac-
tory flow conditions. The under roller did not occur with 229,000 cfs at
pool el 742.0 and tailwater el 675.0.
Training Wall Extension
13. Left training wall modifications are currently under construction.
The modifications are required to minimize erosion of the left bank during
high spillway discharges. The modifications were added to the model to deter-
mine if they would change flow characteristics in the basin. The location of
the existing warped wall section is shown in Plate 52 and Figure 5. The
warped wall was also raised (Plate 53) to keep waves during high flow condi-
tions from riding over the top of this section. Details of the training wall
extension are shown in Plate 54. Velocities measured at selected locations
and discharges with the modified wall in place are shown in Plates 55-69.
Surface flow patterns are documented in Photos 1-6 with the modified training
extension. Although the velocities were somewhat different in some locations,
as would be expected when measuring velocities in very turbulent areas in the
stilling basin, flow patterns were not changed. Thus, the modified training
wall had minimal effects on flow conditions.
14. Wave action over the top of the training wall extension impacted on
and scoured the 48-in. riprap blanket behind the warped wall with discharges
of 229,000 and 284,000 cfs in the model.
15. Soundings taken in the prototype indicated scour damage on the
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Figure 5. Modified training wall extension
stilling basin floor in the vicinity of the spillway toe curve behind gates I
and 4. A rock sample, simulating the 12- to 24-in. riprap taken off the
overbank side slope, was placed on the adverse slope of the model immediately
downstream of the end sill. A test with a total discharge of 61,000 cfs
caused the rock to displace to the location of the scour damage (Photo 7) due
to the under roller caused by the flip lip.
Rock Trap Tests
16. Plans to stop the rock from entering the basin consisted of build-
ing a rock trap (Plate 70). Plate 71 shows details of five types of traps
tested. The type 1 rock trap successfully trapped the 12- to 24-in. rock whcn
it was placed on the downstream side slope (Plate 72); however, during a test
with rock already in the basin (Plate 73), the rock was not washed off. Rock
already in the basin was deposited in the same location of the damage in the
prototype. With a 200,000-cfs spillway discharge, the type 1 rock trap
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allowed the rock in the basin to be washed off, as shown in Plates 74 and 75.
The height of the end sill was raised by 6 ft with t-he type 1 rock trap in
place. This configuration trapped the 12- to 24-in. rock downstream of the
6-ft end sill addition for a spillway discharge of 32,000 cfs (Plate 76) and
washed the rock already in the basin out for a spillway discharge of
200,000 cfs (Plate 77).
17. Tests to evaluate the type 2 rock trap (Plate 71) are presented in
Plates 78-81. The type 2 trap performed basically the same as type 1.
Plates 80 and 81 show that increasing the spillway discharge to between 61,000
and 90,000 cfs dislodged the rock already in the stilling basin; however, the
rock did not totally wash out over the type 2 rock trap.
18. Further evaluation by the sponsor of the prototype material being
removed from the stilling basin indicated that the material was much smaller
than was being tested in the model. The prototype material ranged from 2- to
6-in. stones. At this point in the model study the approach to a solution was
modified to reflect the smaller material believed to be involved with the
problem. The smallest model material needed to represent this material was
determined to be 1 mm. The use of this material size in the model to simulate
prototype material is questionable, approaching scale effects in the model.
However, the 2- to 6-in. rock size was accepted as a viable material for the
rock trap tests, and the small model material was used as a comparative
evaluation of the different designs.
19. The types 1-5 rock traps (Plate 71) were tested and failed to trap
the smaller material. Plates 82 and 83 present the results of displacement
tests using the 2- to 6-in. stone size for the type 5 rock trap. The type 5
rock trap failed to trap all of the material. Plates 84 and 85 show the
results of tests with the type 5 rock trap and a 12- to 24-in. stone size.
Since the type 5 trap used a 16-ft-high wall, questions arose about whether a
wall of this height could be feasibly anchored in the wet. Also, the type 5
rock trap adversely influenced the stilling basin performance for the
200,000-cfs spillway discharge.
Stone Displacement Tests with Modified End Sill
20. Efforts were redirected to modify the end sill (Plate 86) to stop
the material from entering the stilling basin. The type I end sill (Plate 87)
13
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consisted of raising the existing end sill by 6 ft and adding a back slope
(reverse slope) to possibly allow material already in the basin to be washed
off. The type 1 end sill was initially tested prior to determining the
smaller material in the prototype. Plates 88-90 present the results of tests
using the 12- to 24-in. rock and a type 1 end sill. The type 1 end sill was
successful in keeping the larger rock out of the basin. Plates 91 and 92
present the results using the type 2 end sill for the larger rock sizes.
Types 1, 2, and 3 were unsuccessful in keeping the 2- to 6-in. material out of
the stilling basin. Discharges that produced the under roller caused by the
flip lip were the conditions that pulled material upstream into the stilling
basin. Results of tests with the type 3 end sill are presented it
Plates 93-95. Material washed over this end sill into the stilling basin.
21. The 2- to 6-in. rock was placed on the adverse slope behind the
powerhouse and tested with a spillway discharge of 80,000 cfs. The stilling
basin remained clean for this test condition.
22. Stone displacement tests with the as-built stilling basin were
conducted for several combinations of operating conditions, as documented in
Plates 96-100. Test 23 (Plate 96) consisted of placing 2- to 6-in. rock at
the toe of the spillway trajectory prior to operation. Tests were then run
with tainter gate 4 open 1 ft at pool el 730.0 and tailwater el 662.0 and the
powerhouse closed. As shown in Plate 96, the small rock stayed within the
basin. Test 24 (Plate 97) had 65,000-cfs powerhouse flow, all powerhouse
gates open, all four tainter gates fully closed, with pool el 706.0 and tail-
water el 662.0. None of the 2- to 6-in. rock placed at the toe of the spill-
way moved.
23. Three tests conducted for various powerhouse and spillway flows
with 2- to 6-in. rock placed on the adverse slope in the powerhouse tailrace
resulted in no deposition in the stilling basin, as shown in Plates 98-100.
Tests Without Flip Lip
24. Tests were conducted to determine the effect of the flip lip on the
spillway on movement of the material in the basin by removing the flip lip in
some or all of the spillway bays. The flip lip was placed on the prototype
spillway to prevent excessive supersaturation of dissolved gases in the water
downstream from the dam to prevent gas embolism in fish. Removal of the
14
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prototype flip lip would be difficult. The flip lip was removed from spillway
bays 1, 2, and 3 for test 28 (Plate 101), resulting in about 20 percent of the
2- to 6-in. rock placed downstream of the spillway end sill being swept into
the basin. Test 29 (Plate 102), with the same flow conditions, except for
2- to 6-in. rock being placed at the spillway toe, resulted in removal of
about 80 percent of the small rock from the stilling basin. Two tests with
2- to 6-in. rock placed downstream of the end sill were conducted for identi-
cal flow conditions with a flip lip for only bays 2 and 3, then bays 1 and 4,
respectively. Both of these tests allowed some of the small rock deposited
downstream of the stilling basin end sill to enter the basin, as shown in
Plates 103 and 104.
25. All the flip lip was removed for tests 32 and 33, resulting in only
5 to 10 percent of the small rock entering the downstream end of the stilling
basin (Plates 105 and 106).
26. The final test, 34, with 2- to 6-in. rock placed in the basin, as
shown in Plate 107, with a flip lip in only gate bay 4 resulted in no movement
of stone for the 1-ft gate opening.
27. Engineers from the US Army Engineer Division, Missouri River, and
the US Army Engineer District, Kansas City, observed several of the tests with
and without the flip lip. All of the test results, along with observations by
several people, led to the conclusion that removal of a portion of the flip
lip was not a viable solution for the prevention of scour in the stilling
basin caused by the circulation of rock during a range of flow conditions.
Hydrostatic and Instantaneous Pressures
28. The Kansas City District is considering the construction of an
overlay of the stilling basin apron to repair the basin damage and protect the
basin from future scour. Tests were conducted to determine pressures and
pressure fluctuations on the apron to assist in the design of this overlay.
Also, there was speculation that cavitation could possibly have caused some of
the damage to the apron.
29. Hydrostatic pressure profiles were obtained with the as-built
design for a range of discharges. The location of the static ports
(piezometers) is provided in Plates 108-110, and data plots are shown in
Plates 111-115. No tendency for cavitation was indicated by the plots.
15
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30. Instantaneous pressure measurements were made in the stilling basin
at nine locations, shown in Plate 4 and Figure 6, where some of the worst
scour damage had occurred in the prototype. These pressure data and plots for
discharges of 61,000, 69,900, 70,000, 132,500, 229,000, and 284,000 cfs are
provided in Tables 1-6. Expanded plots are located in Appendix A.
I 7 PIEOMETERS
I'''
Figure 6. Stilling basin instrumentation
16
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PART IV: DISCUSSION AND CONCLUSIONS
31. The primary purpose for this study was to provide assistance in
identifying and helping solve the scour problem in the stilling basin. Flow
circulation patterns in the spillway stilling basin indicated an upstream
submerged roller (reverse flow) beneath the downstream surface flow with
spillway discharges up to 80,000 cfs. Observations with flows from 1,000 up
to 80,000 cfs indicated that the reverse flow pattern occurred within the
stilling basin to varying degrees depending on the discharge. The submerged
roller extended the full length of the stilling basin and was caused by flow
striking the flip lip on the spillway and deflecting along the water surface.
The reverse flow produced velocities capable of transporting material in the
area downstream from the stilling basin back into the basin. With discharges
higher than about 80,000 cfs, flow plunged over the flip lip and eliminated
the reverse roller.
32. Numerous rock transport tests were conducted to identify the
adverse circulation patterns and location of rock deposition. Various rock
sizes were placed at several locations within the stilling basin and down-
stream of the basin before operating the spillway and powerhouse with a range
of discharges. Results of these tests indicated that the area of deposition
and circulation of rock were related to the location of the prototype scour.
A single tainter gate opening at normal and moderate pool elevations (up to
about el 730.0) releasing 500 cfs will not move debris on the basin floor.
Powerhouse discharges alone will not move debris into the basin. Discharges
of 200,000 cfs and possibly somewhat lower will flush rock from the basin.
Rock was pulled into the basin from the area immediately downstream of the
stilling basin to the crown of the adverse slope.
33. A training wall extension was installed on the downstream left bank
of the stilling basin to identify any effects this modification might have on
the flow circulation patterns. Results of tests with the wall extension indi-
cated no measurable difference in flow patterns.
34. A vertical wall, 4, 6, 8, 10, and 16 ft high, was added to the
stilling basin to create a rock trap just downstream of the second row of
baffle piers. The wall did not trap 2- to 6-in. rock (prototype) washed into
the basin from the downstream channel with lower discharges, and rock already
in the basin was not washed out. The rock in the basin was washed into the
17
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rock trap with larger discharges. Additional tests conducted with various
rock traps created by raising the end sill heights (6, 8, and 10 ft on a
IV:lH slope) and adding an additional wall downstream of the second row of
baffles provided varying degrees of effectiveness. Rock sized 2 to 6 in.
washed out of the basin with discharges lower than those required with the
vertical walls in the basin; however, the end sill height required to prevent
small rock from entering the basin from downstream created a secondary
hydraulic jump downstream from the end sill with high discharges. Creating a
rock trap with a vertical wall and/or high end sills was not considered an
adequate solution due to the potential for adverse flow conditions downstream
of the stilling basin during high discharges.
35. Several tests were conducted with the flip lip removed in some or
all of the gate bays to determine what effect this would have on movement of
material. Tests with the flip lip removed from all bays indicated that very
liLtie material would be pulled into the basin. Although removal of the flip
lip showed a definite improvement with respect to movement of material into
the basin, this was not considered a viable modification by engineers from the
Missouri River Division and Kansas City District.
36. Since removing the flip lip, constructing rock traps in the still-
ing basin, and raising the end sill height were not considered practical
solutions to the stilling basin scour problems, the Kansas City District will
consider overlaying the basin apron with high-quality concrete and frequently
inspecting the prototype structure. Tests were conducted to determine pres-
sures and pressure fluctuations on the basin apron to assist in the structural
design of this overlay. No cavitation-producing pressures occurred.
37. Pressure data reveal instantaneous pressures exceeding the tail-
water. These pressure spikes are common in turbulent flow regimes where
rollers impact on a specific area and then dissipate very rapidly, causing
extreme pressures only for an instant in time.
18
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Table 1
Instantaneous Pressure Data
Pool El 736.7. Tailwater El 664.5. Discharge 61,000 cfs
Probe Pressure Cell Reading, ft of waterNo. Minimum Average Maximum
1 33.995 38.053 39.4882 36.178 38.513 40.1113 38.705 41.293 43.1004 31.490 34.219 35.6255 35.474 38.561 40.2206 34.593 37.179 38.8397 34.625 37.491 39.0468 34.633 37.846 39.5869 36.981 40.042 42.140
Note: Sampling rate 32 samples per second per channel.
Length of samples 180 sec (prototype).Gates 1-4 open 6.2 ft.
Test it Channel 9 Average 40.042
42. 140
40.850
39.560
w- W
z 38.270
U) 0U)
a- 36.981
.0 127.3 254.6 381.8 509.1 636.4 763.7 890.9 1018.2 1145.5 1272.8
Time, in sec.
Typical plot of actual data
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Table 2
Instantaneous Pressure Data
Pool El 738.7. Tailwater El 665.3. Discharge 69.900 cfs
Probe Pressure Cell Reading, ft of waterNo. Minimum Average Maximum
1 31.171 38.199 41.6152 31.470 39.522 45.4863 35.438 43.856 50.7444 26.063 35.280 38.8685 33.143 41.265 45.5256 30.434 39.243 46.6997 31.495 36.762 40.7338 29.341 37.936 44.9869 28.615 42.117 50.051
Note: Sampling rate 32 samples per second per channel.Length of samples 180 sec (prototype).Gates 1-4.7 ft, 2-4.7 ft, 3-8.7 ft, 4-12.7 ft open.
Test 3 Channel 9 Average 42.117
50.051
44.692
39-333-J-J
U 4LJ m 33.974 --
(no(1)0w
(. L 28.615
.0 127.3 254.6 381.8 509.1 636.4 763.7 890.9 1018 2 1145.5 !272.8
Time. in sec.
Typical plot of actual data
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Table 3
Instantaneous Pressure Data
Pool El 738.3. Tailwater El 665.4. Discharge 70,000 cfs
Probe Pressure Cell Reading, ft of water
No. Minimum Average Maximum
1 30.690 36.501 39.488
2 28.710 36.802 40.111
3 32.307 39.678 43.545
4 23.355 31.930 34.996
5 29.019 36.831 40.283
6 30.654 35.547 39.043
7 28.289 35.815 38.955
8 30.381 36.242 39.539
9 32.968 38.374 42.331
Note: Sanpling rate 32 samples per second per channel.
Length of samples 180 sec (prototype).
Gates 1-4 open 7.7 ft.
Test Channe! 9 Average 38.374
4Z2.33 -
39.990
37.649
LU35. 309
I -a 32.968 I
127.3 254.6 381.5 S09 1 636 4 763.7 890 9 1018 2 1145.5 1272
Time, .n sec.
Typical plot of actual data
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Table 4
Instantaneous Pressure Data
Pool El 742.0. Tailwater El 668.3. Discharge 132,500 cfs
Probe Pressure Cell Reading, ft of water
No. Minimum Average Maximum
1 35.705 55.717 82.220
2 40.648 58.887 76.909
3 46.585 63.018 79.804
4 31.429 53.122 79.944
5 42.667 62.767 82,925
6 40.490 55.551 72.712
7 35.818 56.786 86.829
8 38.962 59.309 85.524
9 42.012 61.671 83.800
Note: Sampling rate 32 samples per second per channel.
Length of samples 180 sec (prototype).Gates 1-4 open 19.0 ft.
Test 4 Channel 9 Average 61.671
53.8oo - , !,i
73353
62.906
w '
-52.459
42.012 -
0 127.3 254.6 381 8 509 1 636.4 763.7 890.9 1018 2 1145.5 1272.8
Time. :n sec.
Typical plot of actual data
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Table 5
Instantaneous Pressure Data
Pool El 742.0. Tailwater El 675.0. Discharge 229,000 cfs
Probe Pressure Cell Reading, ft of water
No. Minimum Average Maximum
1 42.889 62.663 91.340
2 46.085 66.195 87.7833 50.356 73.351 93.446
4 35.306 56.253 83.1455 44.382 68.585 90.418
6 48.649 64.139 82.461
7 39.094 56.823 82.870
8 43.025 61.764 85.384
9 49.477 69.651 88.840
Note: Sampling rate 32 samples per second per channel.
Length of samples 180 sec (prototype).
Gates open full.
Test 5 Channel 9 Average 59.651
88.840i
9-9. 153
w M
t9.31e
S~L. 4 9 . 77 I i.0 127.3 254.6 381 8 509.1 636 4 763.7 890.9 1018.2 1145.5 :272.E
Time. in sec.
Typical plot of actual data
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Table 6
Instantaneous Pressure Data
Pool El 751.0. Tailwater El 678.0. Discharge 284.000 cfs
Probe Pressure Cell Reading, ft of waterNo. Minimum Averag-e Maximum
1 46.659 67.276 96.9442 44.139 69.308 93.0203 46.424 75.535 95.5814 45.844 64.527 90.8075 43.288 70.639 96.0866 48.083 67.765 85.0607 41.196 61.902 87.8618 45.687 66.480 88.9649 54.219 74.407 97.054
Note: Sampling rate 32 samples per second per channel.Length of samples 180 sec (prototype).Gatcs open full.
Test 5Cnannel 9 Average 74-407
97.054
,96.345
75.637
U
64.9286
an C
54-219C 127.3 254.6 381 8 509 1 36 4 763 7 890.9 !018 1!:45 1772,
Time, ;n sec.
Typical plot of actual data
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PLATE 72
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TYPE 1 ROCK TRAP
PLATE 73
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STONE DISPLACEMENT TEST NO. 3DISCHARGE:
SPILLW4AY 200,000 CFSPOW~ERHOUSE 29,000 CFS
TAINTER GATES FULL OPEN
5 GATES OPEN IN POW/ERHOUSEPOOL EL 742.0, TAILWAATER EL 675,0
TYPE 1 ROCK TRAP
PLATE 74
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12 to 24 Pm RO3CKPLACED AT THIS POSITIONPRIO3R TO3 RUNNING TEST
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5 GATES OPEN IN POW/ERHOUSEPOOL EL 742,0, TAILWATER EL 665.0
TYPE 1 ROCK TRAP
PLATE 75
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POOL EL 736,7, TAILWATER EL 664,5TYPE 1 ROCK TRAP
6 FT ADDED TO END SILL HEIGHT
PLATE 76
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6 FT ADDED TO END SILL HEIGHT
PLATE 77
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12 to 24-n ROCK(LPLACE AT TOE PRIOR TO TS
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TYPE 2 ROCK TRAP
PLATE 78
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vLct TST
n-Fn\
STONE DISLACEMENT TEST NO.15DISCHARGE
SPILLWAY 200,000 CFSPOWERHOUSE 29,000 CFS
TAINTER GATES FULL OPEN5 GATES OPEN IN POWERHOUSE
POOL EL 742.0, TAILWATER EL 675.0TYPE 2 ROCK TRAP
PLATE 79
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::f If : III I t III ... ...
: 12 to 24 Inm R12LK, ~PLA*CJED) AT TOE PRIER MO TEST
Fl-nv
t. 0.0
STONE DISPLACEMENT TEST NO. 16DISCHARGE
SPILLWAY 61,000 CFSPOWERHOUSE 29,000 CFS
TAINTER GATES OPEN 11 2 FT5 GATES OPEN IN POWERHOUSE
POOL EL 740.0, TAILWATER EL 668.0TYPE 2 ROCK TRAP
PLATE 80
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STN IPLACEMATTENTIE TESTNO1
DISCHARGESPILL WAY 66,000 CFS
POWERHOUSE 29,000 CFSTAINTER GATES OPEN 12.0 FT
5 GATES OPEN IN POWERHOU'rCPOOL EL 740,0, TAILWATER EL 668.0
TYPE 2 ROCK TRAP
PLATE 81
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PRIO3R TO TEST
FLOW
STONE DISPLACEMENT TEST NO. 21DISCHARGE 1
SPILLWAY 32,000 CFS
POWERHOUSE 29,000 CFSTAINTER GATES OPEN 6.2 FT
5 GATES OPEN IN POWERHOUSEPOOL EL /36.7, hAILWATER El- 664,5
TYPE 5 ROCK TRAP
PLATE 82
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2 to 6 in. ROCK PLACED ICOVERINGSLOPE DURING TEST
FLOW
STONE EMSPLACEMENT TEST NO. 22DISCHARGE
SPILLWAY 32,000 CFSPOWERHOUSE 29,000 CFS
TAINTER GATES OPEN 6,2 FT
5 GATES OPEN IN POWERHOUSEPOOL EL 736.7, TAILWATER EL 664.5
TYPE 5 ROCK TRAP
PLATE 83
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IU
______ _____ _____12 to 24 im ROCK(PLACED AT TOE DURIN TEST
STONE DfSPLACEMENT TEST NO. 5DISCHARGE 1
SPILLWAY 32,000 CFSPOWERHOUSE 29,000 CF3
TAINTER GATES OPEN 6,2 FT
5 GATES OPEN IN POWERHOUSEPOOL EL 736,7, TAILWATER EL 664.5
TYPE 5 ROCK TRAP
PLATE 84
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L- PLACED AT TOE DL*ING TEST
STONE DISPLACEMENT TIEST NO. 6DISCHARGE:
SPILLWAY 200,000 CFSPOWERHOUSE 29,000 CFS
TAINTER GATES FULL OPEN5 GATES OPEN IN POWERHOUSE
POOL EL 742.0, TAILWATER EL 665,0TYPE 5 ROCK TRAP
PLATE 85
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9Z.98+ 09ins
/9,98 ly in
Le-ot+ 19ins0
21ot98 in02's -
PLATE 86
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0~0
F--0
a- I
a-
LPLAT 87
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PLACED AT TOE PRIElR TO TEST
STONE DISPLACEMENJT TEST NO. 9DISCHARGE 1
SPILLWAY 32,000 CFSPOWERHOUSE 29,000 CFS
TAINTER GATES OPEN 6,2 FT
5 GATES OPEN IN POWERHOUSEPOOL EL 736.7, TAILWATER EL 664.5
TYPE 1 END SILL
PLATE 88
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12 to 24 ti. ROCKPLACED AT T3 PRrIR TO TEST
12 to 24 ft ROMC
PLACED OIN TIS HALF OFSLOPE PRIOR TO TEST
II
STONE DISPLACEMENT TEST NO.10DISCHARGE1
SPILLWAY 200,000 CFSPOWERHOUSE 29,000 CFS
TAINTER GATES FULL OPEN5 GATES OPEN IN POWERHOUSE
POOL EL 742,0, TAILWATER EL 675.0TYPE 1 END SILL
PLATEAE
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_IT
II
. . I li I mil I mlI 1w] 1. -m I lI
SLO]PE PI13R TOJ TEST
STONE DISPLACEMENT TEST NO. 11DISCHARGE 1
SPILLWAY 32,000 CFSPOWERHOUSE 29,000 CFS
TAINTER GATES OPEN 6,2 FT
5 GATES OPEN IN POWERHOUSEPOOL EL 736,7, TAILWATER EL 664.5
TYPE 1 END SILL
PLATE 90
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1to 24 bv. ROCPLACED AT TOE PRI13 TO TEST
12 to 24 wn. ROCK
PLACED ON TKIS HALF OFSL3P PRIOR TO TEST
FLOW
STrONE DISPLACEMENT TEST NO. 12DISCHARGE1
SPILLWAY 41,000 CFSPOWERHOUSE 29,000 CFS">
TAINTER GATES OPEN 7.7 FT5 GATES OPEN IN POWERHOUSE
POOL EL 738.3, TAILWATER EL 665.4TYPE 2 END SILL
?'LATL 91
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12 to 24 vi. ROCKPLAC ED AT TOE PRIOR TO TEST
12 to 24 h~ ROCI(PLACED ON THIS HALF OF
SLOPE PRIOR TO TEST
FLOW
STONE DWSLACENT~ TEST NO.1MDISCHARGE
SPILLWAY 61,000 CFSPOWERHOUSE 29,000 ORS
TAINTER GATES OPEN 11.2 FT
5 GATES OPEN IN POWERHOUSEPOOL EL 740.0, TAILWATER EL 668.0
TYPE 2 END SILL
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I, III i I
2 to6m.RC
~21 to 6 In. ROCK PLACED C[2VERINGSLOPE PRIOR TO TEST
FLOW
STONE DISPLACEMENT TEST NO. 18DISCHARGE:
SPILLWAY 32,000 CFSPOWERHOUSE 29,000 CFS
TAINTER GATES OPEN 6,2 FT5 GATES OPEN IN POWERHOUSE
POOL EL 737,7, TAILWATER EL 664.5TYPE 3 END SILL
PLATE 93
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IL I___ III__ I__ III__ III__ I__ ill__ I
2 t. 6 i. ROCK PLACEDI 'CVEINIG_________________I SLOPE PRIOR TO3 TEST
FL13W
STONE DISPLACEMENT TEST NO. 19DISCHARGE1
SPILLW.AY 32,000 CFSPOWERHOUSE 29,000 CFS
TAINTER GATES OPEN 6,2 FT5 GATES OPEN IN POWERHOUSE
POOL EL 736.7, TAILWATER EL 664.5TYPE 3 END SILL
PLATE 94.
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I H
to 6 In. ROCK PLAAED CEIRING
SL13PE PRIOR TO TEST
FLOW
STONE DISPLACEMENT TEST NO. 20DISCHARGE 1
SPILLWAY 32,000 CFSPOWERHOUSE 29,000 CFS
TAINTER GATES OPEN 6.2 FT5 GATES OPEN IN POWERHOUSE
POOL EL 736.7, TAILWATER EL 664.5T'yPE 3 END SILL
PLATE 95
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I PLACE~ D fE PRIOR TO CE
FLOW
KL____
STONE DISPLACEMENT TEST NO. 23TAINTER GATE Nfl, 4 OPEN 1FT
POW~ERHOUSE GATES CLOSEDPOOL EL 730.0, TAIL\&'ATER EL 662.0
PLATE 96
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FLIP LIP
2 to 6 n. RUCK /PLACED AT TOE PRIOR T
r TEST
AND NO MATERIAL MOVED
FLOW
STONE DISPLACEMENT TEST NO. 24DISCHARGE
POWERHOUSE 65,000 CFSALL TAINTER GATES FULLY CLOSED
ALL GATES OPEN IN POWERHOUSEPOOL EL 706,0, TAILWATER EL 662,0
PLATE 97
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II
LLf
STONE DISPLACEMENT TEST NO. 25DISCHARGE;
POWERHOUSE 35,000 CR5SPILLWAY 45,000 CF5
TAINTER GAT ES OPEN 7.3 FTALL GATES OPEN IN POWERHOUSE
POOL EL 739.6, TAILWATER EL 665,0
LATE 98
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FLWW
STONE DISPLACEMENT TEST NO. 26DISCHARGE
POWAERHOUSE 65,000 CFSALL TAINTER GATES FULLY CLOSED
ALL GATES OPEN IN POWERHOUSEPOOEL EL 7/06,0, TAILWATER EL 662.0
PLATE 91
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PLACEDSTONERING LOPEEPRIORTESTTNO.27
DISCHARGEPOWERHOUSE 29,000 CFS
ALL TAINTER GATES FULLY CLOSEDGATES 1-5 OPEN IN POWERHOUSE
POOL EL 717.0, TAILWATER EL 663.0
PLATE 100
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H----PLI
FL OW
STONE DISPLACEMENT TEST NO. 28DISCHARGE
PEIWERHE]USE 29)000 CFS
SPILLWAY 32)000 CFSFLIP LIP INSTALLED ON SPILLWAY CREST
IN SPILLWAY BAY NO.~ 4
PEEL EL 737,7, TAILWATER EL 664,5
PLATE 101
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_4 3 2 1
FLIP LIP
PLCDAT TO3E PRIOR TO TEST
FLOW
STONE DISPLACEMENT TEST NO. 29DISCHARGE
POWIERHOUSE 29,000 CFS
SPILLWAY 32,000 CFSFLIP LIP INSTALLED ON SPILLWAY CREST
IN SPILLWAY BAY NO, 4POOL EL 737,7, TAlLWATER EL 664.5
PLATE 102
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it I/I
IJC
STONE DISPLACEMENT TEST NO. 30DISCHARGE
POWERHOUSE 29,000 CFSSPILLWAY 32,000 CFS
FLIP LIPS INSTALLED ON SPILLWAY CREST
IN SPILLWAAY BAYS NO, 2 AND 3POOL EL 736,7, TAILWATER EL 664,5
PLATE 103
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PRIO3R TO) TEST
FLOWV
STONE DISPLACEMENT TEST NO. 31DISCHARGE:
POW/ERHOJUSE 29,000 CFS
SPILLWdAY 32,000 CFS
FLIP LIPS INSTALLED ON SPILLWAY CREST
IN SPILLWAY BAYS 1 AND 4POOL EL 736.7. TAILWATER EL 664,5
PLATE 104
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SPLLAY3,00 F
5 GATES OPEN IN POWERHOUSETAINTER GATES OPEN 6,2 FT.
POOL EL 736.7, TAILWATER EL 664.5
FLIP LIP REMOVED
PLATE 105
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STONE DISPLACEMENT TEST NO. 33DISCHARGE1
POW[RHOUSE 32,000 CFSSPILLWAY 29,000 CFS
POOL EL 736.7, TAILWATER EL 664.5FLIP LIP REMOVED
PLATE 106
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II 2 to 6 irm ROCKII PLACED AT TOE OF SLOPE
____ ____ ____ _____[JjPRIOR TO TEST AND DID NOT MOVE
FL OW
STONE DISPLACEMENT TEST NO. 34ALL POW~ERHOUSE GATES CLOSEDTAINTER GATE NO, 4 OPEN 1 FT.
FLIP LIP ON CREST
IN SPILLWAY BAY NO, 4POOL EL /06.0 TAIL'WATER EL 662.0
PLATE 107
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COz
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PLATE 108
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0% z~0 0
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PLATE 11
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PLATE011
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PLATE 113
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PLATE 114.
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