water tank-design pdf

8/21/2019 water Tank-Design pdf

1/89

1

2

1 Appendix J applicable.

Dc 1040 kg/m3

G 1.04 -

G' 1.04 -

7CS Appendix S not applicable.

FYmin 240 MPa Table 3-2

FTmin 450 MPa

E 195000 MPa

Tmax 150.0oC Appendix M applicable.

Tmin N/AoC

Sd 160 MPa API 650, Sec. 3, Cl. 3.6.2.1 ~ Table 3-2

St 180 MPa API 650, Sec. 3, Cl. 3.6.2.2 ~ Table 3-2

Pi 5.00 kN/m2( kPa ) Appendix F applicable.

Pe 0.60 kN/m2( kPa ) Appendix V applicable.

f 400 kN/m2( kPa )

H1 6.3 m

CA 3.0 mm

CA 3.0 mm

CA 3.0 mm

CA 3.0 mm

CA 3.0 mm

CA 3.0 mm

2 : 10

14.0 Deg. OK [ 9.46 deg.


2/89

SHELL 0.49 1.01 kN

20.60 41.21 kN

0.00 0.00 kN

0.00 kN

0.00 kN

0.00 kN

21.10 42.22 kN

1.28 2.57 kN/m2( kPa )

ALL 27.43 67.34 kN

1.67 4.10 kN/m2( kPa )

Superimposed Lr 1.5 kN/m2( kPa )

Snow Load S 0 kN/m2( kPa )

External Pressuer Pe 0.60 kN/m2( kPa )

Basic Wind Speed V 138 kph

COMB1 DL+ Lr+ 0.4 x Pe App. R 3.27 kN/m2( kPa )

COMB2 DL+ 0.4 x L r+ Pe App. R 2.73 kN/m2( kPa )

COMB3 DL+ S + 0.4 x Pe App. R 1.77 kN/m2( kPa )

COMB4 DL+ 0.4 x S + P e App. R 2.13 kN/m2( kPa )

Pr App.V 3.27 kN/m2( kPa )

Ps App. V 1.01 kN/m2( kPa ) 1.01 1.11

W App. V 0.77 kN/m2( kPa )

W1 Table 3-21a 36.10 kN

W2 Table 3-21a 42.43 kN

W3 Table 3-21a 57.22 kN

PART FYmin Factor FYmin' FTmin Factor Ftmin' E Factor E'

ROOF 240 1.00 240 450 1.00 450 195000 1.00 195000

SHELL 240 1.00 240 450 1.00 450 195000 1.00 195000

BOTTOM 240 1.00 240 450 1.00 450 195000 1.00 195000

STIFF. 250 1.00 250 400 1.00 400 195000 1.00 195000

ANCHOR 250 1.00 250 400 1.00 400 205000 1.00 205000

Notation Normal Factor Modified Desc.

JEb 1.00 1.00 1.00 Btm Plate

JEc 1.00 1.00 1.00 Comp. Ring

2 JEr 0.70 1.00 0.70 Roof Plate

2 JEs 0.85 1.00 0.85 Shell Plate

3 JEst 0.70 1.00 0 .70 St if f. Sp li ce

A 1 Optional Design Basis for Small Tanks

E 1 Seismic Design of Storage Tanks

F 1 Design of Tanks for Small Internal Pressures

J 2 Shop-Assembled Storage Tanks

M 1 Requirements for Tanks Operating at Elevated Temperatures

R 1 Load Combinations

S 2 Austenitic Stainless Steel Storage Tanks

V 1 Design of Storage Tanks for External Pressure

Insulation

Others

ROOF

Max(COMB1:COMB4)

Ladder

A P P L I C A B L E A P P E N D I C E S

J O I N T E F F I C I E N C Y

Top Angle

Course(s)

Wind Girders

[Condition not satisfied stiffeners not required.]

M A T E R I A L P R O P E R T I E S


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WidthPress.

HeadHL1' td tt Max( td,t t ) tsmin tsmin tsmin tsmin *tused Sdmax Stmax Wtr

m m m mm mm mm mm mm mm mm mm MPa MPa m

3.6.1.2 3.6.3.2 3.6.3.2 3.6.3.2 3.6.1.1 A.4.1 J.3.3 V.8.1.3 3.9.7.2 & V.8.1.

1 1.950 0.51 6.81 3.93 0.80 3.93 5 4.47 0.00 2.89 6 49.83 23.96 1.950

2 1.950 0.51 4.86 3.65 0.56 3.65 5 4.03 0.00 2.89 6 34.90 16.78 1.950

3 0.450 0.51 2.91 3.37 0.32 3.37 5 3.59 0.00 2.89 6 19.98 9.60 0.450

4 1.950 0.51 2.46 3.31 0.26 3.31 5 3.49 0.00 2.89 6 16.53 7.95 1.950

5 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.000

6 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.000

7 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.000

8 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.000

9 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.000

10 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.000

11 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.000

12 0.000 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.000

6.300 6.300

ts1 (mm) = 6

m kN kg mm kN kg

1 1.950 12.75 1300.16 3.0 6.38 650.08

2 1.950 12.75 1300.16 3.0 6.38 650.08

3 0.450 2.94 300.04 3.0 1.47 150.02

4 1.950 12.75 1300.16 3.0 6.38 650.08

5 0.000 0.00 0.00 0.0 0.00 0.00

6 0.000 0.00 0.00 0.0 0.00 0.00

7 0.000 0.00 0.00 0.0 0.00 0.00

8 0.000 0.00 0.00 0.0 0.00 0.00

9 0.000 0.00 0.00 0.0 0.00 0.00

10 0.000 0.00 0.00 0.0 0.00 0.00

11 0.000 0.00 0.00 0.0 0.00 0.00

12 0.000 0.00 0.00 0.0 0.00 0.00

6.300 41.21 4200.51 20.60 2100.26

Use Annular Plate? 1

Lap welded bottom plates may be used in lieu of butt-welded annular bottom plates. (Group IV, IVA, V, or VI Only)

Wmin WCalc. Use tabp-min tabp-min CA tabp-req'd Use Lap Projection

mm mm mm mm mm mm mm mm mm mm

3.5.2 3.5.2 [3.5.3] T3-1 J.3.2.1 3.4.2

600 840 840 6 - 3.0 9.0 10 50 50

Course#

Course #

S H E L L W E I G H T S U M M A R Y

Shell Wt.

(Uncorroded) Thk. - CA

Shell Wt.

(Corroded)

A N N U L A R B O T T O M P L A T E D E S I G N

S H E L L D E S I G N

Width

3.6.1.2


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tbmin tbmin CA tb-req'd Use Projection

mm mm mm mm mm mm

3.4.1 J.3.2.1 3.4.1 3.4.2

6 6 3.0 9.0 10 50

tmax tmin tApp v tselec'd+ CA tfurn'd

Cone 12.5 4.73 4.83 7.83 8

Dome - - - - 0

kN kgs kN kgs kN kgs kN kgs kN kgs kN kg kN kg

8.16 831.34 4.65 474.28 41.21 4200.51 1.01 102.95 10.5 1066.5 65.49 6675.6

5.71 581.94 3.26 331.99 20.60 2100.26 0.50 50.47 6.5 666.6 36.60 3064.7

mm mm mm mm mm mm mm mm2

mm4

mm3 Kg/m m

2/m

Uncorroded 49 80 80 6 74 74 57.78 22.22 924 573091 9919 7.26 0.33

Corroded 3 77 77 3 74.0 74 56.63 20.37 453 269278 4755 3.56 0.31

Zmin Zfurn'd

cm3

cm3

3.97 4.75

tb th - CA tc/ts Rc R2 Wh/Comp. Wc Areq'd min Areq'd F- 2 Aroof Aattach't Ashell Afurn'd

mm mm mm mm m mm mm mm2

mm2

mm2

mm2

mm2

mm2

d - 5 3.0 2250 9300.52 64.69 49.30 288.66 340.55 323.47 453.00 0.00 776.47 OK

ANGLE

Inter. Wind Girder(s)Top Wind Girder

Surafce

AreaNA Dist. Area MOI

Section

Modulus

Bottom Plt. Wt.

Status

B O T T O M P L A T E D E S I G N

Detail

R O O F - T O - S H E L L J O I N T D E S I G N [ C H A P T E R 3 ]

T O P W I N D G I R D E R D E S I G N

Roof Weight

Hz. Leg Vt. Leg b - t NA Dist.Thk a - t

Total Weight

W E I G H T S U M M A R Y

R O O F P L A T E D E S I G N

Shell Plt. Wt.Annular Plt. Wt.

Weight


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tb th tc/ts Xcone/dome Xshell Areq'd V.7.2.2 Aroof Astiff Ashell Afurn'd

mm mm mm mm mm mm2

mm2

mm2

mm2

mm2

a - 5 3.0 163.57 69.67 83.18 817.86 453.00 209.02 1479.88 OK

b - 5 3.0 163.57 69.67 83.18 817.86 453.00 209.02 1479.88 OK

c - 5 3.0 163.57 69.67 83.18 817.86 453.00 209.02 1479.88 OK

d - 5 3.0 163.57 69.67 83.18 817.86 453.00 0.00 1270.86 OK

e - 5 3.0 163.57 69.67 83.18 817.86 453.00 0.00 1270.86 OK

f - 5 3.0 163.57 69.67 83.18 817.86 453.00 0.00 1270.86 OK

g - 5 3.0 163.57 69.67 83.18 817.86 906.00 191.02 1914.88 OK

h 10 5 3.0 163.57 69.67 83.18 817.86 1120.00 209.02 2146.88 OK

i 10 5 3.0 163.57 69.67 83.18 - 696.75 209.02 905.77 OK

k 10 5 10 163.57 69.67 83.18 817.86 1600.00 696.75 3114.61 OK

Kz Kzt Kd V I G q Vacuum Total

- - - mph - - psf kPa kPa kPa

3.9.7.1 a 1.04 1 0.95 117 1 0.85 29 1.47 0.24 1.71

Client Info 1.04 1 0.95 117 1 0.85 29 1.47 0.60 2.07

Max. Height of Unstiffened Shell & transformed shell height

ts1 D V H1 H1 - modified Htr Zreq'd Zfurn'd

mm m kph m m m cm3

cm3

3.00 4.506 138 29.26 24.17 6.30 N/A N/A

As Htr < H1 --- Intermediate Wind Girder is not required.

Verification of Unstiffened Shell ( As per Appendix V )

( D / tsmin )0.75

[ ( HTS/ D ) ( FYmin/ E )0.5

] 0.00675 0.0396 0.00675 V.8.1.1 Corroded Thk.

Elastic Buckling Criteria Satisfied.

Ps E / ( 45609 ( HTS/ D ) ( D / t smin)0.5

) 1.01 1.11 V.8.1.2 Corroded Thk.

Design external pressure for an unstiffened tank shell satisfied.

tsmin ( 73.05 ( HTSPs )0.4

D0.6

) / ( E )0.4

6 2.89 V.8.1.3 Actual Thk.

Minimum shell thickness required for a specified external pressure satisfied.

Ps HTS Hsafe Ns + 1 Ns Use Ns Ls N2

N2< 100 N Nmin Nmax Use N

kPa m m Nos. Nos. Nos. m Nos. Nos. Nos. Nos. Nos.

1.01 6.30 6.92 0.91 -0.09 -1 #DIV/0! 18.49 4.30 2 10 5

Status

[ A P P E N D I X V ]

Detail

R O O F - T O - S H E L L & B O T T O M - T O - S H E L L J O I N T D E S I G N

I N T E R M E D I A T E W I N D G I R D E R D E S I G N

OK

0.83

RatioRef

Note: Minimum size of angle foalone or as a component in a bstiffening ring shall be 64 x 64and the minimum nominal thickplate shall be 6 mm.


6/89

Intermediate Stiffener Ring Design t 6 10

STIFFtshell Q 2 x wshell Ireq'd Ifurn'd Ashell cont. Areq'd Afurn'd Astiff req'd Astiff min Astiff furn'd Zreq'd Zfurn'd

mm N/m mm cm4

cm4

mm2

mm2

mm2

mm2

mm2

mm2

cm3

cm3

1 6 #DIV/0! 98.54 #DIV/0! 11 295.61 #DIV/0! 755 #DIV/0! #DIV/0! 459 18.43 29.6






7 0 - - - - - - - - - - - -

8 0 - - - - - - - - - - - -

9 0 - - - - - - - - - - - -

10 0 - - - - - - - - - - - -

tshell Vl 2 x wshell Ireq'd Ifurn'd Ashell cont. Areq'd Afurn'd Astiff req'd Astiff min Astiff furn'd Zreq'd Zfurn'd

mm N/m mm cm4

cm4

mm2

mm2

mm2

mm2

mm2

mm2

cm3

cm3

TOP 6 1586.56 98.54 1.16 11 295.61 8.94 755 -741.24 4.47 459 3.97 29.6

BOTT 6 1586.56 98.54 1.16 11 295.61 8.94 755 -1288.73 4.47 459 18.43 29.6

vs Vs1 Vs2 Ww wmin

Do E S Pe tbtm (min) tfurn'd tfurn'd- CA Pbtm PResultant tsn tsn - CA tCalc tfurn'da

[Psi]

a

[Psi]

4512 144 0.60 7850 4.73 8 5.0 0.3842 -0.24 6 3 2.89 -0.11

177.64 20885 0.09 0.28 0.19 0.31 0.20 0.06 -0.03 0.24 0.12 0.11 0.00

-0.09

BWS Pressure Proj. Area Force Arm Moment Sum

kphkPa m

2kN m kN - m kN - m

0.45 28.39 12.88 3.15 40.57

0.76 1.27 0.96 2.25 2.17

FPi FDL FF XPi XDL XF MPi Mw MDL MF 0.6Mw +MPi MDL / 1.5 Mw + 0.4MPi MDL + MF) /

kN kN kN m m m kN - m kN - m kN - m kN - m kN - m kN - m kN - m kN - m

79.52 27.14 227.34 2.25 2.25 2.25 179.16 42.73 61.15 512.19 204.80 40.77 114.40 286.67

Unanchored tanks conditions not satisfied - Anchorage is required.

Mw d N W tB

kN - m m Nos. kN kN

42.73 4.724 8 -4.38 5.07 1.14

42.73138

0.70

S T R E N G T H O F S T I F F E N E R A T T A C H M E N T W E L D

V A C U U M C O N D I T I O N [ ASME Sec VIII, Div. 1 ]

O V E R T U R N I N G S T A B I L I T Y

WI

ND

MOMENT

D E S I G N T E N S I O N L O A D P E R A N C H O R


7/89

BWS Pressure Proj. Area F - WIND F - WIND F - FRIC.

kph kPa m2

kN kN kN

0.454 28.426 12.896

0.760 1.267 0.963

F - FRIC. > F - WIND --- Tank is stable, anchorage is not required against sliding.

D th Mw Ms P Pt Pf W1 W2 W3 Bolts

m

[ ft ]

mm

[ in. ]

N-m

[ ft-lbs ]

N-m

[ ft-lbs ]

kPa

[in. of water ]

kPa

[in. of water ]

kPa

[in. of water ]

N

[ lbs ]

N

[ lbs ]

N

[ lbs ] Nos.

SI 4.506 8 42735 37635 5.00 6.25 0 36097.98 42426.14 57215.62

US 14.78 0.31 31519.86 27758.40 20.09 25.12 0.00 8114.83 9537.40 12862.07

U Fall - Anchor Fall - Shell tb = U / N

lbs Psi Psi lbs in2

mm2

7556.81 15000 20000 944.60 0.06 40.63

12036.47 20000 25000 1504.56 0.08 48.53

0.00 36000 34809 0.00 0.00 0.00

-1009.40 28800 25000 126.18 0.00 2.83

-2027.10 28800 25000 253.39 0.01 5.68

16084.81 20000 25000 2010.60 0.10 64.86

15067.11 28800 25000 1883.39 0.07 42.19

Do 4512 mm

BCD 4912 mm

BWS 138 kph 85.75 mph

2

Pd kN kips

Pall. kN kips

Pact. kN kips

P kN 16.08 kips

a 300 mm 11.81 in. OK

b 200 mm 7.87 in. OK

cused 16 mm 0.630 in. OK

d 50.8 mm 2.00 in.

eused 200 mm 7.87 in. OK

fused 50 mm 1.97 in. OK

gused 100 mm 3.94 in. OK

hused 310 mm 12.20 in. OK

jused 16 mm 0.63 in. OK

m 8 mm 0.31 in.

t 6 mm 0.236 in.

SEISMIC LOAD

DESIGN PRESSURE + WIND

DESIGN PRESSURE + SEISMIC

Tank Outside Dia.

Bolt Circle Dia. ( BCD )

Basic Wind Speed

Earthquake (Y = Yes, N = No)

Design Load

13.86

S L I D I N G R E S I S T A N C E

138 14.56

UPLIFT LOAD CASES

DESIGN PRESSURE

TEST PRESSURE

8

FORMULAE

Units

Abolt - req'd

U P L I F T L O A D S C A S E S

FAILURE PRESSURE

[ ( P - th) 4.08 D2] - W1

[ ( Pt- 8 th) 4.08 D2] - W2

[ ( 1.5 Pf- 8 t

h) 4.08 D

2] -W

3

Top-Plate Length ( radial direction )

[ ( 4 Mw) / D ] - W 2

[ ( 4 Ms) / D ] - W 2

Top-Plate Width ( along shell )

[ ( P - 8 th) 4.08 D2] + [ ( 4 Mw ) / D ] - W 1

[ ( P - 8 th) 4.08 D2] + [ ( 4 Ms ) / D ] - W 1

Maximum Allowable Anchor-Bolt Load

WIND LOAD

1.5 x Actual bolt Load

A N C H O R C H A I R D E S I G N

Anchor Chair Design NOT Adequate.

Top-Plate Thickness

Anchor-bolt Diameter

Anchor-bolt Eccentricity

Distance from Outside of Top-Plate to edge of hole

Distance between Vertical Plates

Chair Height

Vertical-Plate Thickness

Shell or Column Thickness

Bottom or Base Plate Thickness


8/89

a 300 mm 11.81 in.

b 200 mm 7.87 in.

cmin 9.17 mm 0.361 in.

cused 16.00 mm 0.630 in.

d 50.8 mm 2.00 in.

eused 200 mm 7.87 in.

emin 60 mm 2.344 in.

fused 50 mm 1.97 in.

fmin 29 mm 1.13 in.

gused 100 3.94 in.

gmin 76 mm 3.00 in.

hused 310 mm 12.20 in.

hmax 900 mm 35.43 in.

hmin 152.4 mm 6.00 in.

jused 16 mm 0.63 in.

jmin 12.70 mm 0.50 in.

k 125 mm 4.92 in.

L mm in.

m 8 mm 0.31 in.

P kN 16.08 kips

r mm in.

R 2256 mm 177.6 in.

Sinduced kPa 42.96 ksi NOT OK

Sallowable kPa 25.00 ksi

t 6 mm 0.236 in.

deg. deg.

Z-

0.847-

jK 3.100 OK

wmin 6 mm 0.236 in.

WV 0.444 kips / lin in. of weld length

WH 0.520 kips / lin in. of weld length

W 0.684 kips / lin in. of weld length

For an allowable stress of 13.6 ksi on a fillet weld, the allowable load per lin in. is 9.62 kips per lin in. of weld size.

For weld size of 0.24 in. the allowable load therefore is 2.27 kips.

1 8.347 kips NOT OK

1 5.385 kips NOT OK

Lr 1.5 KN/m2

Ar 16.4 m2

WL 24.7 KN

C 14.2 m

wL 1.74 KN/m

Wr 25.1 KN

Wb 12.8 KN

Ws 41.2 KN

Wa 1.0 KN

WD 67.3 KN

wD 4.75 KN/m

P R O B L E M S T A T I S T I C S

Reduction for Factor

Check to limit slenderness upto 86.6

Weld Size

Vertical Load

Stress at Point

Stress at Point

Vertical-Plate Thickness

Vertical-Plate Width ( average width for tapered plates )

Column Length

Shell or Column Thickness

Cone Angle ( measured from axis of cone )

Bottom or Base Plate Thickness

Load

Least Radius of Gyration

Nominal Shell Radius

Distance between Vertical Plates

Chair Height

Top-Plate Thickness

L I V E L O A D T R A N S F E R R E D T O F O U N D A T I O N

Live Load on roof

Area of Roof

Total Live Load

Top Plate

Horizontal Load

Total Load on Weld

Gusset Plate - Shell Weld

Anchor-bolt Diameter

Anchor-bolt Eccentricity

Distance from Outside of Top-Plate to edge of hole

Top-Plate Length ( radial direction )

A N C H O R C H A I R D E S I G N C A L C U L A T I O N S

( A I S I - E - 1 , V O L U M E II, P A R T V I I )

Top-Plate Width ( along shell )

Circumference of Tank

Live Load transferred to Foundation

Self Weight of Roof

Self Weight of Bottom Plate

D E A D L O A D T R A N S F E R R E D T O F O U N D A T I O N

Self Weight of Shell

Self Weight of shell & Attachmnets

Total Dead Load acting on shell

Dead Load Transferred to Foundation


9/89

W 80.1 KN

Wf 1022.3 KN

Ww 982.9 KN

Wo 69.1 KN/m2

Wh 66.7 KN/m2

Fw 13.6 KN

Rw 3.0 KN/m

Mw 42.7 KN-m

DL 4.75 KN/m

LL 1.74 KN/m

Wo 69.13 KN/m2

Wh 66.66 KN/m2

Fw 13.57 KN

Rw 3.01 KN/m

Mw 42.73 KN-m

h1 0.008 m

h2 6.70 m

h3 0.610 m

a1 0.0040 m

a2 3.36 m

a3 6.91 m

w1 1583 kg

w2 5522 kg

w3 1970 kg

WE 9075 kg

C.O.G. 3.544 m

100197 kg

W6 105719 kg

WF 109272 kg

C.O.G. 3.388 m

a4 6.30 m

WL 3.16 m

w4 104762 kg

109954 kg

a5 329.67 kg

7.11 m

WO 113837 Kg

C.O.G. 3.191 m

Weight of Water

Weight of Shell + Weight of Water

C.O.G. in Full of W ater Condition

Weight of Liquid

Weight of Liquid + Contributing Weight of Shell

Weight of Shell Without Liquid

Design Liquid Level

a4= (Liquid Level / 2) + h 1

Weight of Tank (Full of Water)

Weight of Shell

Weight of Roof

Total Empty Weight of Tank

C.O.G. in Empty Condition

Height of Remaining Shell Center From Base

Operating Weight

C.O.G in Operating Condition

F U L L O F W A T E R C O N D I T I O N

Height of Shell

Live Load

Height of Roof

Base shear due to wind

Reaction due to wind

Moment due to wind load

Consider 15-20 % variation in weight while designing the foundation.

E M P T Y C O N D I T I O N

Uniform load, operating condition

Uniform load, hydrotest load

Base Plate Thickness

a1= h1/ 2

a2= h2/ 2 +h1

a3= h3/ 3 + h1+ h2

C E N T R E O F G R A V I T Y

F U L L O F W A T E R C O N D I T I O N

Weight of Bottom Plate

Dead load, shell, roof & ext. structure loads

S U M M A R Y O F F O U N D A T I O N L O A D I N G D A T A

O P E R A T I N G & H Y D R O S T A T I C T E S T L O A D S

Uniform Load Operating Condition

Uniform Load H ydrotest Condition

Base Shear due to wind load

Reaction due to wind load

Moment due to wind load

W I N D L O A D T R A N S F E R R E D T O F O U N D A T I O N

Self Weight of Tank

Weight of Fluid in Tank at Operating Conditions

Weight of W ater in Tank at Hydrotest Conditions


10/89

D/H 0.72

H/D 1.40

SUG 2

I 1.25

SC 1

2

1

So = 0.4Ss 0.112 SP 0

Ss= 2.5SP 0 Ss 0.28

S1= 1.25SP 0 S1 1.40

Ss= 1.5Fa 2.4 So 0.112

S1= 0.6Fv/T 0.760 SP 0

SDS 0

Fa 1.6

Fv 2.4

Q 1

Ci H tu D p E Ti Ks Tc T

- m mm m kg / m3

Mpa seconds - seconds seconds

6.4 6.30 6 4.51 1040 195000 1.80 0.58 2.21 1.89

So SP SDS I Fa Rwi Q Ai

%g %g %g - - -

0.112 0 0.30 1.25 1.6 4 0.67 0.09

0.09

Ai 0.09338

S1 Ss So SD1 SP K I Fa Fv Tc Ts TL Rwc Q

%g %g %g %g %g - - - - seconds seconds seconds - -

1.40 0.28 0.112 0 0 1.5 1.25 1.6 2.4 2.21 7.50 4 2 0.67

TC< TL

Ac = KSD1( I / Tc ) ( I / Rwc ) Ac N/A

Ac = 2.5 Q Fa So ( Ts / Tc ) ( I / Rwc ) Ac 0.63421

Site Class

Anchorage Condition

Vertical Acceleration

MCE Ground Motion Definitions

Aspact Ratio

Inverse Aspact Ratio

Seismic Use Group

Importance Factor

C o n v e c t I v e S p e c t r a l A c c . P a r a m e t e r

I m p u l s I v e S p e c t r a l A c c . P a r a m e t e r

I m p u l s I v e N a t u r a l P e r I o d & C o n v e c t I v e ( S l o s h I n g ) P e r I o d

S E I S M I C D E S I G N [ A P P E N D I X E ]

S T R U C T U R A L P E R I O D O F V I B R A T I O N S

S P E C T R A L A C C E L E R A T I O N P A R A M E T E R


11/89

TC> TL

Ac = KSD1( TL/ Tc2) ( I / Rwc ) Ac N/A

Ac = 2.5 Q Fa So ( ( Ts TL/ Tc2) ( I / Rwc ) Ac 1.14864

Ac 0.08596 < Ai 0.0934 Satisfied

SEISMIC DESIGN FACTORS

DESIGN FORCES

Equivalent lateral seismic design force F = A . Weff

lateral acceleration coefficient A ( %g )

Effective Weight contributing to seismic response Weff

Ws Wr Wf Wi Wc WP Ai Ac Vi Vc V

N N N N N N %g %g N N N

89100 18950 15530 1383984 269710 1639640 0.0934 0.0860 140776 23184 142673

D H D/H WP Wi Wc

m m - N N N

4.51 6.30 0.72 1639640 1383984 269710

SDS Av Wi Wc Weff Fv

%g N N N N

0.299 0.04183424 1383984 269710 1410020 58987

Ai Wi Xi Ws Xs Wr Xr Ac Wc Xc Mrw

- N m N m N m - N m N-m

0.09338 1383984.21 2.73 89100 3.15 18950 0.2384 0.08596 269709.748 5.85 402509

Ai Wi Xis Ws Xs Wr Xr Ac Wc Xcs Ms

- N m N m N m - N m N-m

0.0934 1383984.21 5.85 89100.00 3.15 18950.00 0.2384 0.0860 269710 6.12 795890

ta S Av Mrw Ws Wss Wr Wrs Wt Wa Ge J

mm N %g N-m N N/m N N/m N/m N/m -

7.0 0 0.04183424 402509 55322 3908 18953 1339 5247 27250 1.023 0.61

27250 37 Tank is self Anchored.

O V E R T U R N I N G M O M E N T

R I n g w a l l M o m e n t

E f f e c t i v e I m p u l s I v e W e i g h t & E f f e c t I v e C o n v e c t i v e W e i g h t

D E S I G N L O A D S

I m p u l s I v e N a t u r a l P e r I o d & C o n v e c t I v e ( S l o s h I n g ) P e r I o d

E F F E C T I V E W E I G H T O F P R O D U C T

S l a b M o m e n t

A N C H O R A G E

R e s I s t a n c e t o t h e d e s I g n o v e r t u r n I n g m o m e n t a t t h e b a s e o f s h e l l

V E R T I C A L S E I S M I C E F F E C T S


12/89

Thickness of the tank floor plate provided under the shell may be greater than or equal to the thickness of the general

tank floor plate ( i.e., ta > tb ) with the following restrictions:

less Corrosion Allowance ts - CA 3.00 mm a [Not Satisfied.]

Actual Thk. Btm Plt. tb 7.00 mm b [Not Satisfied.]

Tank Self Anchored?

a ) The resist ing force is adequate for tank s tabi li ty ( i.e. the anchorage ratio, J > 1.54 ) [Satisf ied]

b ) The maximum width of annulus for determining the resisting force is 3.5% of the tank diameter. L = 158 mm

c ) The shell compression satisfies E.6.2.2 [Not Satisfied]

d ) The req'd annular plate thickness does not exceed the thickness of the btm shell course. [Not Satisfied]

e ) Piping flexibility requirements are satisfied. See API 650 Sec. E.7.3

Shell Compression in Self-Anchored Tanks

Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift, J < 0.785, c

c = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D2) ) ( 1 / ( 1000 ts ) )

Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift, J > 0.785, c

c = ( ( ( wt (1 + 0.4 Av ) + wa ) / ( 0.607 -0.18667 J2.3

) ) - wa ) ( 1 / ( 1000 ts ) )

wt 5247 N/m

Av 0.04183424 %g

Mrw 402509 N-m

D 4.506 m

ts 3.00 mm

wa 27250 N/m

J 0.61 - J < 0.785 Long. Shell Comp. Stress = 10.19 MPa

c 10.190 MPa J > 0.785 Long. Shell Comp. Stress = 10.78 MPa

Shell Compression in Mechanically-Anchored Tanks

Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift, J < 0.785, c

c = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D2) ) ( 1 / ( 1000 ts ) )

wt 5247 N/m

Av 0.0418 %g

Mrw 402509 N-m

D 4.506 m

ts 3.00 mm

c 10.190 MPa

Allowable Longitudinal Membrane Compression Stress in Tank Shell

G 1.04 -

H 6.30 m

D 4.506 m

ts 3.00 mm Thickness of the shell ring under consideration, mm.

G H D2/ t

214.78 Allowable longitudinal shell membrane compression stress, MPa.

Fc 8.17 MPa

Fc = 83 ts / D

Fc = 83 ts / ( ( 2.5 D ) + 7.5 SQRT ( G H ) )

28.39 120 SatisfiedG H < 0.5 Fty

Fc = 55.26 MPa

Fc = 8.17 MPa

G H D2/ t

2 44

G H D2/ t

2< 44

R e s I s t a n c e t o t h e d e s I g n o v e r t u r n I n g m o m e n t a t t h e b a s e o f s h e l l

A N N U L A R P L A T E R E Q U I R E M E N T S


13/89


14/89


15/89


16/89

DYNAMIC LIQUID HOOP FORCES

When D / H is greater than or equal to 1.333

Ni = 8.48 Ai G D H ( ( Y / H ) - 0.5 ( Y / H )2) TANH ( 0.866 D / H )

D H D / H .866 ( D / H ) TANH 4 Y Y / H 0.5 ( Y / H ) Ai G Ni

4.51 6.30 0.72 0.6194 0.5507 6.30 1.000 0.500 0.0934 1.04 6.44

When D / H is less than 1.333 and Y is less than 0.75 D

Ni = 5.22 Ai G D2( ( Y / ( 0.75 D ) ) - 0.5 ( Y / ( 0.75 D ))

2)

D Y Y / D Ai G Ni

D / H 0.72

4.51 4.00 0.89 0.0934 1.04 4.97

Y 6.70

When D / H is less than 1.333 and Y is greater than or equal to 0.75 D 1 6.41 N/mm

Ni = 2.6 Ai G D2

2 & 3 5.13 N/mm

D Ai G Ni 1, 2 & 3 5.13 N/mm

4.51 0.0934 1.04 5.13

Use Ni = 5.13 N/mm

For Convective Use Nc = 0.04 N/mm

Nc = 1.85 Ac G D2 COSH ( 3.68 ( H - Y ) / D ) / COSH (3.68 H / D )

D H Y .68 ( H - Y ) / 3.68 ( H / D ) COSH 4 COSH 5 Ac G Nc

0.00 0.00 6.70 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.0860 0.00 #DIV/0!

When purchaser specifies that vertical acceleration need not be considered (i.e. Av = 0), the combined hoop

stress shall be defined by Equation E-22. The dynamic hoop tensile stress shall be directly combined with the

product hydrostatic design stress in determining the total stress.

When vertical acceleration not specified T= h s = ( Nh SQRT ( Ni2+ Nc

2) ) / t

h s Nh Ni Nc t T

When vertical acceleration specified T= h s = ( Nh ( SQRT ( Ni2+ Nc

2+ ( AcN

h)

2) ) ) / t

h s Nh Ni Nc Av t T

Use '2 & 3'


17/89


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19/89


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23/89


24/89

APPENDIX E - SEISMIC DESIGN OF STORAGE TANKS

Specific Gravity G 1.04 -

Tank Dia. D 4.506 m

Tank Height H 6.30 m

Aspact Ratio D/H 0.72 -

Inverse Aspact Ratio H/D 1.40 -

Bottom Plt. Thk. tbtm 7.00 mm

First Shell Course Thk. tsn 3.00 mm

Minimum specified yield strength of shell course FYmin 240.00 MPa

Height from bottom of the shell to CG Xs 3.15 m

Height from top of shell to the roof and roof appurtenance Xr 0.167 m

Seismic Use Group SUG II

Importance Factor I 1.25

Site Class SC D

Anchorage Condition

Vertical Acceleration

MCE Ground Motion Definitions

SP 0

Ss 0.28S1 1.4

So 0.112

Fa 1.6

Fv 2.4 So = 0.4Ss 0.112

SP Ss= 2.5SP 0

SDS S1= 1.25SP 0

Ss= 1.5Fa 2.4

S1= 0.6Fv/T 0.760

Structural Period of Vibration

Impulsive Natural Period Ci = 6.4 -

Mechanically Anchored

Consider


25/89

H = 6.30 m

tu = 6 mm

D = 4.51 m

p = 1040 kg/m3

E = 195000 Mpa

Ti = 1.80 seconds

Convective (Sloshing) Period

Tc = 1.8 Ks sqrt ( D ) Tc = 2.21 seconds

Ks = 0.578 / ( sqrt ( ( 3.68 H ) / D ) ) Ks = 0.58

Design Spectral Response Acceleration T 1.89

Impulsive spectral acceleration parameter, Ai

Probabilistic or Mapped Design Method (Approach 1)

So = 0.112 %g

N/A SP= 0 %g

SDS = 2.5 Q Fa So ( E-4 ) N/A SDS = 0.45 %g

I =1.25 -

Fa = 1.6 -

Rwi = 4 -

Q = 1.00 -

Ai = SDS ( I / Rwi ) 0.14

Ai = 2.5 Q Fa So ( I / Rwi ) 0.14

For Site Class A, B, C and DAi 0.007 Satisfied

For Site Class E and F Ai 0.5 S1 ( I / Rwi ) N/A N/A

For Site Class E and F Ai 0.875 SP( I / Rwi ) N/A N/A


26/89

Ai 0.14000

Concevtice spectral acceleration parameter, Ac

Probabilistic or Mapped Design Method (Approach 1)

S1 = 0.14 %g

Ss = 0.28 %g

So = SP So = 0.112 %g

SD1 = 0 %g

SP = 0 %g

K = 1.5 -

I = 1.25 -

Fa = 1.6 -

Fv = 2.4 -

Tc = 2.21 seconds

Ts = 0.75 seconds

TL = 4 seconds

Rwc = 2 -

Q = 1.00 -TC< TL

Ac = KSD1( I/ Tc ) ( I/ Rwc ) Ac N/A

Ac = 2.5 Q Fa So ( Ts / Tc ) ( I/ Rwc ) Ac 0.09508

TC> TL

Ac = KSD1( TL/ Tc2

) (I/ Rwc ) Ac N/A

Ac = 2.5 Q Fa So ( ( Ts TL/ Tc2) ( I/ Rwc ) Ac 0.17221

Ac 0.08596 < Ai

SEISMIC DESIGN FACTORS


27/89

DESIGN FORCES

Equivalent lateral seismic design force F = A . Weff

lateral acceleration coefficient A ( %g )

Effective Weight contributing to seismic response Weff

DESIGN LOADS

Ws 89100 N

Wr 18950 N

Wf 15530 N

Wi 1383984 N

Wc 269710 N

WP 1639640 N

Ai 0.1400 %g

Ac 0.0860 %g

Vi = Ai ( Ws + Wr + Wf + Wi ) Vi 211059 N

Vc = Ac Wc Vc 23184 N

V = SQRT ( Vi2+ Vc

2) V 212329 N

EFFECTIVE WEIGHT OF PRODUCT

EFFECTIVE IMPULSIVE WT.

D 4.51 m


28/89

H 6.30 m

D/H 0.72 -

WP 1639640 N

When D / H greater than or equal to 1.333

( tanh ( 0.866 D / H ) / (0.866 D / H ) ) Wp

Wi 1457810 N

When D / H less than 1.333

( 1 - 0.218 ( D / H ) ) WP

Wi 1383984 N

Use Wi =

EFFECTIVE CONVECTIVE WT.

D 4.51 m

H 6.30 m

D/H 0.72

WP 1639640 N

For Convective

0.23 ( D / H ) tanh ( ( 3.67 H ) / D ) W P

Wc 269710 N Use Wc =

CENTER OF ACTION FOR EFFECTIVE LATERAL FORCES

CENTRE OF ACTION OF RINGWALL OVERTURNING MOMENT

D 4.51 m

H 6.30 m

D/H 0.72 -

H/D 1.40 -


29/89


Xi = 0.375 H

Xi 1.69 m Not Applicable in this case.


Xi = ( 0.5 - 0.094 ( D / H ) ) H

Xi 2.73 m Applicable in this case.

Use Xi =

For Convective

Xc = ( 1.0 - ( COSH ( (3.67 H / D ) -1 ) / ( ( 3.67 H / D ) SINH ( 3.67 H /D ) )

H H/D 3.67 ( H / D ) .67 ( H / D ) - COSH 4 SINH 3 Xc

6.3 1.4 5.1 4.1 31.1 84.6 5.85

Use Xc =

CENTRE OF ACTION OF SLAB OVERTURNING MOMENT

D 4.51 m

H 6.30 m

D/H 0.72 -


Xis = 0.375 ( 1.0 + 1.333 ( ( ( 0.866 D / H ) / TANH ( 0.866 D / H ) ) -1.0 ) ) H

D H D / H 0.866 ( D / H ) TANH 4 Xis

4.51 6.30 0.72 0.62 0.55 2.76


Xis = ( 0.5 + 0.6 ( D / H ) ) H

D H D / H 0.6 ( D / H ) Xis


30/89

4.51 6.30 0.72 0.43 5.85

Use Xis =

For Convective

Xcs = ( 1.0 - ( COSH ( ( 3.67 H / D ) -1.937 ) / ( 3.67 ( H / D ) SINH ( 3.67 ( H / D ) ) ) ) H

D H H / D 3.67 ( H / D ) 3.67 ( H / D ) - 1.937 COSH 5 SINH 3

4.51 6.30 1.40 5.13 3.19 12.22 84.60

Use Xcs =

VERTICAL SEISMIC EFFECTS

SDS = 0.448

Av = 0.06272 %g

Fv = Av Weff Wi = 1383984 N

Wc = 269710 N

Weff = 1410020 N

Fv = 88436 N

DYNAMIC LIQUID HOOP FORCES

When D / H is greater than or equal to 1.333

Ni = 8.48 Ai G D H ( ( Y / H ) - 0.5 ( Y / H )2) TANH ( 0.866 D / H )

D H D / H 0.866 ( D / H ) TANH 4 Y Y / H

4.51 6.30 0.72 0.6194 0.5507 6.30 1.000

When D / H is less than 1.333 and Y is less than 0.75 D

Ni = 5.22 Ai G D2( ( Y / ( 0.75 D ) ) - 0.5 ( Y / ( 0.75 D ))

2)

D Y Y / D Ai G Ni

4.51 4.00 0.89 0.1400 1.04 7.46


31/89

When D / H is less than 1.333 and Y is greater than or equal to 0.75 D

Ni = 2.6 Ai G D2

D Ai G Ni

4.51 0.1400 1.04 7.69

For Convective

Nc = 1.85 Ac G D2 COSH ( 3.68 ( H - Y ) / D ) / COSH (3.68 H / D )

D H Y 3.68 ( H - Y ) / D 3.68 ( H / D ) COSH 4 COSH 5

4.51 6.30 6.70 -0.33 5.15 1.0538 85.801

When purchaser specifies that vertical acceleration need not be considered (i.e. Av = 0), the combined

stress shall be defined by Equation E-22. The dynamic hoop tensile stress shall be directly combined

product hydrostatic design stress in determining the total stress.

When vertical acceleration not specified T= h s = ( Nh SQRT ( Ni2+ Nc

2) ) / t

h s Nh Ni Nc

When vertical acceleration specified T= h s = ( Nh ( SQRT ( Ni2+ Nc

2+ (

h s Nh Ni Nc

OVERTURNING MOMENT Mrw = SQRT ( ( Ai ( Wi Xi + Ws Xs + Wr X


32/89

RINGWALL MOMENT Ai 0.14

Wi 1383984.208

Xi 2.83

Ws 89100

Xs 3.15

Wr 18950

Xr 0.167

Ac 0.08596

Wc 269709.7481

Xc 6.1

Mrw 604837 N-m

SLAB MOMENT

Ms = SQRT ( ( Ai ( Wi Xis + Ws Xs + Wr X

Ai 0.1400

Wi 1383984.208

Xis 6.66

Ws 89100.00

Xs 3.15

Wr 18950.00

Xr 0.167

Ac 0.0860

Wc 269710

Xcs 6.48

Ms 1338620 N-m

Anchorage [Resistance to the design overturning (ringwall) moment at the base of the shell]


33/89

Resistance is contributed by:

For unanchored tanks

Weight of the tank shell

Weight of roof reaction on shell

Weight of a portion of the tank contents adacent to the shell

For anchored tanks

Mechanical anchorage devices (i.e., Anchor chair with anchor boldts)

ta 7.00 mm

S 0 N

Av 0.06272 %g

Anchorage Ratio, J Mrw 604837 N-m

Ws 55322 N

J = Mrw/ ( D2( W t( 1 - 0.4 Av) )+ Wa) Wss 3908 N/m

Wr 18953 N

Wt= ( ( W

s/ PI() D ) + W

rs)

Wrs 1339 N/m

Wt 5247 N/m

Wa = 99 ta SQRT ( Fy H Ge ) 1.28 H D Ge Wa 27134 N/m

27134 37 Ge 1.014 -

J 0.92

Annular Plate Requirements Tank is self Anchored.

Thickness of the tank floor plate provided under the shell may be greater than or equal to the thickness

tank floor plate ( i.e., ta > tb ) with the following restrictions:

ts - CA 3.00 mm

Actual Thk. Btm Plt. tb 7.00 mm


34/89

a [Not Satisfied.]

b [Not Satisfied.]

Tank Self Anchored?

a ) The resisting force is adequate for tank stability ( i.e. the anchorage ratio, J > 1.54 )

b ) The maximum width of annulus for determining the resisting force is 3.5% of the tank diameter.

c ) The shell compression satisfies E.6.2.2

d ) The req'd annular plate thickness does not exceed the thickness of the btm shell course.

e ) Piping flexibility requirements are satisfied.

Shell Compression in Self-Anchored Tanks

Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift,

c = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D2) ) ( 1 / ( 1000 ts ) )

Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift,

c= ( ( ( wt (1 + 0.4 Av ) + wa ) / ( 0.607 -0.18667 J

2.3) ) - wa ) ( 1 / ( 1000 ts ) )

wt 5247 N/m

Av 0.06272 %g

Mrw 604837 N-m

D 4.506 m

ts 3.00 mm

wa 27134 N/m

J 0.92 -

c 14.960 MPa

Shell Compression in Mechanically-Anchored Tanks

Max. longitudinal shell compression stress at the bottom of the shell when there is no ca


35/89

c = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D2) ) ( 1 / ( 1000 ts ) )

wt 5247 N/m

Av 0.06272 %g

Mrw 604837 N-m

D 4.506 m

ts 3.00 mm

c 14.433 MPa

Allowable Longitudinal Membrane Compression Stress in Tank Shell

G 1.04

H 6.30

D 4.506

ts 3.00 Corroded

G H D2/ t

214.78

Fc 8.17 MPa


36/89

Self Anchored Consider

Mechanically Anchored Do not consider

Where the site properties are not known in sufficient detail to determine t

unless the authority having jurisdiction determines that Site Class E or F

Corroded

Corroded

I Not assigned to SUG II and III

II Hazardous substance, public exposure, direct service to m

III Post earthquake recovery, life and health of public, hazard

Note:

Seismic Use Group (SUG) for the tank shall be specified by the purchase

If it is not specified, the tank shall be assigned to SUG I

SUG I A Hard rock

I 1 B Rock

II 1.25 C Very dense so

III 1.5 D Stiff soil

E Soil

F N/A

T = Natural period of vibration of the tank and contents, seconds.

Ci = Coefficient for determining impulsive period of tank system

Seismic Use Group

Importance Factor Site Class


37/89

H = Maximum design product level, m

tu = Equivalent uniform thickness of tank shell, mm

D = Nominal tank diameter, m

p = Mass density of fluid, kg/m3

E = Elastic Modulus of tank material, MPa

Ti = Natural period of vibration for impulsive mode of behavior, seconds

Tc = Natural period of vibration for convective (sloshing) mode of behavior, se

So = Mapped, maximum considered earthquake, 5-percent-damped, spectral r

SP= Design level peak ground acceleration parameter for sites not addressed

SDS = The design, 5-percent-damped, spectral response acceleration paramete

I =Importance factor coefficient based on seismic use group.

Fa = Acceleration-based site coefficient ( at 0.2 seconds period ).

Rwi = Force reduction factor for the impulsive mode using allowable stress desi

Q = Scaling factor from the MCE to the design level spectral acceleration. Q


38/89

S1 = Mapped, MCE, 5-percent-damped, spectral response acceleration param

Ss = Mapped, MCE, 5-percent-damped, spectral response acceleration param

So = Mapped, MCE, 5-percent-damped, spectral response acceleration param

SD1 = The design, 5-percent-damped, spectral response acceleration paramete

SP =

K = Coefficient to adjust the spectral acceleration from 5% to 0.5% damping

I = Importance factor coefficient based on seismic use group.

Fa = Acceleration-based site coefficient ( at 0.2 seconds period ). Table E - 1

Fv = Velocity-based site coefficient ( at 1.0 seconds period ).

Tc = Natural period of the covective (sloshing) mode of behavior of the liquid,

Ts = ( Fv . S1 ) / ( Fa . Ss )

TL = Regional-dependent transition period for longer period ground motion, se

Rwc = Force reduction coefficient for the convective mode using allowable stres

Q = Scaling factor from the MCE to the design level spectral acceleration. Q

0.1400 Satisfied


39/89

Ws Total weight of tank shell and appurtenances, N.

Wr Total weight of fixed tank roof including framing, knuckles, any permanen

Wf Weight of the tank floor, N.

Wi Effective impulsive weight of the liquid, N.

Wc Effective convective (sloshing) portion of the liquid weight, N.

WP Total weight of the tank contents based on the design specific gravity of t

Ai Impulsive design response spectrum acceleration coefficient, %g.

Ac Convective design response spectrum acceleration coefficient %g.

Vi Design base shear due to impulsive component from effective weight of t

Vc Design base shear due to the convective component of the effective slos

V Total design base shear, N.


40/89

1383984 N

269710 N


41/89

2.83 m

6.10 m


42/89

6.66 m

Xcs

6.12

6.48 m

Av = Vertical earthquake acceleration coefficient, %g. Av = 0.14 SDS

Wi = Effective weight contributing to seismic response. SDS = 2.5 Q F

Wc = Velocity-based site coefficient ( at 1.0 seconds period ).

Y = Distance from liquid surface to analysis point, (positive down), m.

Ni = Impulsive hoop membrane force in tank wall, N/mm.

0.5 ( Y / H ) Ai G Ni

0.500 0.1400 1.04 9.65

D / H 0.72

Y 6.70

Use '2 & 3'


43/89

1 9.61 N/mm

2 & 3 7.69 N/mm

1, 2 & 3 7.69 N/mm

Use Ni = 7.69 N/mm

Use Nc = 0.04 N/mm

Ac G Nc

0.0860 1.04 0.04

hoop

ith the

t T h Product hydrostatic hoop stress in the shell,

s Hoop stress in the shell due to impulsive an

T Total combined hoop stress in te shell, MPa

Nh Product hydrostatice membrane force, N/m

Ni Impulsive hoop membrane force in tank wal

Nc Convective hoop membrane force in tank w

cNh)

2) ) ) / t t Thickness of the shell ring under considerati

Av Vertical earthquake acceleration coefficient,

Av t T

r ) )2+ ( Ac ( Wc Xc ) )

2)


44/89

) )2+ ( Ac ( Wc Xcs ) )

2)


45/89

ta Thickness of the bottom plate under the shell extending at least the dista

S Design snow load, N.

Av Vertical earthquake acceleration coefficient, %g.

Mrw Ringwall moment - Portion of the total overturning moment that acts at th

Ws Total weight of tank shell and appurtenances, N. (Shell + Btm Plt + Curb

Wss Total weight of tank shell and appurtenances per unit length of shell circu

Wr Total weight of fixed tank roof including framing, knuckles, any permanen

Wrs Roof load acting on the shell, including 10% of the specified snow load, N

Wt Tank and roof weight acting at base of shell, N/m.

Wa Resisting force of tank contents per unit length of shell circumference tha

Ge Effective specific gravity including vertical seismic effects = G ( 1.0 - 0.4

J < 0.785 No calculated uplift under the design seismic overturning

0.785 < J < 1. Tank is uplifting, but the tak is stable for the design load pr

J >1.54 Tank is not stable and cannot be self-anchored for the desi

of the general


46/89

a ) The thickness, ta, used to calculate wa in Equ E-23 shall not exceed t

b ) Nor shall the thickness, ta, used in Equ E-23 exceed the actual thickn

c ) when the bottom plate under the shell is thicker than the remainder of

thicker annular plate inside the tank wall, Ls, shall be equal to or great

[Satisfied]

L = 158 mm

[Not Satisfiend]

[Not Satisfied]

See API 650 Sec. E.7.3

< 0.785, c

> 0.785, c

J < 0.785 Long. Shell Comp. Stress = 14.43 MPa

J > 0.785 Long. Shell Comp. Stress = 14.96 MPa

lculated uplift, J < 0.785, c


47/89

Thickness of the shell ring under consideration, mm. corroded

Allowable longitudinal shell membrane compression stress, MPa.

G H D2

/ t2

44 Fc = 55.26 M Fc = 83 ts / D

G H D2/ t

2< 44 Fc = 8.17 MP Fc = 83 ts / ( ( 2.5 D ) + 7.5 SQRT ( G H ) )

G H < 0.5 Fty 28.3878 120 Satisfied


48/89

e site class, Site Class D shall be assumed

hould apply at the site.

ajor facilities

us substance

r.

il


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onds

esponse acceleration parameter at a period of one second, %g.

by ASCE methods.

r at short periods ( T = 0.2 seconds ) based on ASCE 7 methods, %g.

n methods.

2 / 3 for ASCE 7and Q = 1 UOS.


50/89

eter at a period of one second, %g.

eter at short periods ( T = 0.2 seconds ), %g.

eter at a period of one second, %g.

r at one second based on ASCE 7 methods, %g.

1.5 UOS.

econds.

onds. For ASCE 7 Mapped value and for Outside USA 4.

design methods.

2 / 3 for ASCE 7and Q = 1 UOS.


51/89

attachments and 10% of the roof design snow load, N.

e product, N.

nk and contents, N.

ing wieght, N.


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So


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MPa.

convective force of the stored liquid, MPa..

.

l, N/mm.

ll, N/mm.

ion, mm.

%g.


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ce, L, from the inside of the shell, less CA, mm.

base of the tank shell perimeter, N-m.

ngle + Rings )

ference, N/mm.

attachments and 10% of the roof design snow load, N.

/m.

may be used to resist the shell overturning moment, N/m.

v )

oment. The tank is self anchored.

oviding the shell compression requirements are satisfied. Tank is self anchored.

ign load. Modify the annular plate if L < 0.035D is not controlling or add mechanical anchorage.


58/89

e first shell course thickness, ts, less the shell CA.

ss of the plate under the shell less the CA for tank bottom.

the tank bottom (i.e. ta > tb) the min. projection of the supplied

r than L:


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F.1 Scope

F.1.1 This appendix applies to the storage of nonrefrigerated liquids.

F.1.2 When net uplift does not exceed the nominal weight of the shell, roof and

F.1.3 Internal Pressure exceed 18 kPa gauge covered in F.7.

F.1.4

F.1.5 Tank nameplate shall indicate whether the tank has been designed in ac

F.1.6 Figure F-1 provided to aid in the determination of the applicability of vario

F.2 Venting (Deleted)

F.3 Roof Details

F.4 Maximum Design Pressure and Test Procedure

F.4.1 The design pressure, P, for a tank that has been constructed or that has

may be calculated from the following equation (subjected to the limitation

P = ( 1.1 ) ( A ) ( tan ) / D2+ 0.08th

P Internal design pressure, kPa

A Area resisting the compressive force, as illustrated in Figu

Angle between the roof and a horizontal plane at the roof-t

tan Slope of the roof, expressed as a decimal quantity

D Tank diameter, m

th Nominal roof thickness, mm

F.4.2 The maximum design pressure, limited by uplift at the base of the shell, s

from the following equation unlesss further limited by F.4.3

Pmax Maximum design pressure, kPa

DLS Total weight of the shell and any framing (but not roof plate

D Tank diameter, m

th Nominal roof thickness, mm


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M Wind moment, N - m

F.4.3 As top angle size and roof slope decrease and tank diameter increases, t

approaches the failure pressure of F.6 for the roof-to-shell junction, In ord

operating pressure and the calculated failure pressure, a suggested furth

tanks with a weak rof-to-shell attachment (frangible joint) is:

Pmax < 0.8 Pf

F.4.4 When the entire tank is completed, it shall be filled with water to the top a

internal air pressure shall be applied to the enclosed space above the wa

shall then be reduced to one-half the design pressure, and all welded join

by means of a soap film, linseed oil, or another suitable material. Tank ve

F.5 Required Compression Area at the Roof-to-Shell Junction

F.5.1 A = ( D2( Pi - 0.08th) ) / ( 1.1 ( tan ) )

A = ( D2( 0.4Pi - 0.08th+ 0.72 ( V / 120 )

2) ) / ( 1.1 ( tan ) )

A Total required compression area at the roof-to-shell junctio

D Tank diameter

Pi Design internal pressure, kPa

th Roof Thickness, mm

V Design wind speed ( 3-second gust ), km / h

F.5.2 For self-supporting roofs, the compression area shall not be less than the

F.6 Calculate Failure Pressure ( Frangible Roofs )

a

b

c


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d

e

f

g

h

Pf = 1.6P - 0.047th

F.7 Anchored Tanks with Design Pressures up to 18 kPa Gauge

F.7.1 Shell Design Modification

F.7.2 Compression Area

F.7.3 Roof Design

F.7.4 Anchorage

Column 1 Column 2 Column 3

Manhole Dia Bolt Circle Dia Cover Plate Diameter

mm (in.) Db mm (in.) Dc mm (in.)

Bolt Circle Dia 656 (261/4) 720 (283/4)

Db mm (in.) 756 (301/4) 820 (323/4)

Cover Plate D 906 (361/4) 970 (383/4)

Dc mm (in.) 1056 (421/4) 1120 (443/4)


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MPa MPa

FY min FT min 40 90

304 205 515 155 155

304L 170 485 145 132

316 205 515 155 155

316L 170 485 145 131

317 205 515 155 155

317L 205 515 155 155

2

Temp 120

th R2 Wh

0.39 9800.17 37.27

10 248924 947

Rc tc Wc

Type

T

Allowable Stress

Not

Minimum

Yield

Strength

Minimum

Tensile

Strength


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610.24 0.55 11.00

15500 14 279


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Leg 1 Leg 2 Thk

L1 L2 t

mm mm mm

20 x 20 x 2 20 20 2

20 x 20 x 2.5 20 20 2.5

20 x 20 x 3 20 20 3

25 x 25 x 2.5 25 25 2.5

25 x 25 x 3 25 25 3

25 x 25 x 4 25 25 4

30 x 30 x 2.5 30 30 2.5

30 x 30 x 2.7 30 30 2.7

30 x 30 x 3 30 30 3

30 x 30 x 4 30 30 4

30 x 30 x 5 30 30 5

35 x 35 x 2.5 35 35 2.5

35 x 35 x 3 35 35 3

35 x 35 x 3.2 35 35 3.2

35 x 35 x 3.5 35 35 3.2

35 x 35 x 4 35 35 4

35 x 35 x 5 35 35 5

37 x 37 x 3.3 37 37 3.3

40 x 40 x 3 40 40 3

40 x 40 x 4 40 40 4

40 x 40 x 5 40 40 5

40 x 40 x 6 40 40 6

45 x 45 x 3 45 45 3

45 x 45 x 4 4 4 4

45 x 45 x 4.5 4.5 4.5 4.5

45 x 45 x 5 5 5 5


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45 x 45 x 6 6 6 6

50 x 50 x 3 50 50 3

50 x 50 x 4 50 50 4

50 x 50 x 4.5 50 50 4.5

50 x 50 x 5 50 50 5

50 x 50 x 6 50 50 6

50 x 50 x 7 50 50 7

50 x 50 x 8 50 50 8

60 x 60 x 4 60 60 4

60 x 60 x 4.5 60 60 4.5

60 x 60 x 5 60 60 5

60 x 60 x 5.5 60 60 5.5

60 x 60 x 6 60 60 6

60 x 60 x 8 60 60 8

60 x 60 x 10 60 60 10

70 x 70 x 5 70 70 5

70 x 70 x 5.5 70 70 5.5

70 x 70 x 6 70 70 6

70 x 70 x 6.5 70 70 6.5

70 x 70 x 7 70 70 7

70 x 70 x 9 70 70 9

80 x 80 x 5.5 80 80 5.5

80 x 80 x 6 80 80 6

80 x 80 x 7 80 80 7

80 x 80 x 7.5 80 80 7.5

80 x 80 x 8 80 80 8

80 x 80 x 10 80 80 10

90 x 90 x 6.5 90 90 6.5

90 x 90 x 7 90 90 7

90 x 90 x 8 90 90 8

90 x 90 x 8.5 90 90 8.5

90 x 90 x 9 90 90 9

6.5 100 100 6.5


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100 x 100 x 7 100 100 7

100 x 100 x 8 100 100 8

100 x 100 x 9 100 100 9

10 100 100 10

12 100 100 12

120 x 120 x 8 120 120 8

10 120 120 10

11 120 120 11

12 120 120 12

14 120 120 14

15 120 120 15

10 150 150 10

12 150 150 12

12.5 150 150 12.5

14 150 150 14

15 150 150 15

18 150 150 18

18 180 180 18

16 200 200 16

18 200 200 18

20 200 200 20

24 200 200 24

25 200 200 25

26 200 200 26


71/89

framing supported b the shell or roof F.2 through F.6.

Internal Pressure

Pressure Force

ordance with F.1.2 Wt. of roof plates

s sections of this appendix. Wt. of shell, roof and attache

ad its design details established

of Pmax in F.4.2)

10.89 kPa

e F-2, mm2

776.47 mm2

-shell junction, degrees 14 degrees

0.249 -

4.506 m

5 mm

hall not exceed the value calculated

-0.66 kPa

s) supported by the shell and roof, N 14769.83 N

4.506 m

5.00 mm


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42734.81 N-m

he design presure permitted by F.4.1 and F.4.2

er to provide a safe margin between the maximum

r limitation on the maximum design pressure for

-1.03 kPa

ngle or the design liquid level, and the design

er level and held for 15 minutes. The air pressure

s above the liquid level shall be checked for leaks

nts shall be tested during or after this test.

340.55 mm2

188.94 mm2

n, mm2

4.506 mm

5.00 kPa

5 mm Corroded

138 km / h

14 Degrees

cross-sectional area calculated in 3.10.5 and 3.10.6


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-1.29 kPa


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150 200 260 Ambient

140 128 121 186 Table S-2 --- Allowable Stress for T

119 109 101 155

145 133 123 186

117 107 99 155

145 133 123 186

145 133 123 186

C

t L Wh + L + ts A

3.74 59.84 97.11 363.21 947

95 1520 2467 234330.80

ts

Hydrostatic

Test Stress

(St)

MPamperature Range

pr Maximum Design Temperature

Exceeding (Sd), MPa


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3.74 41.16

95 26552.46

Sum 404.37

260883.2534

Wt./m 2047.933539

Wt. 199446.9618


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20L2 1 #REF! #REF! #REF!

20L2.5 2 #REF! #REF! #REF!


25L2.5 4 #REF! #REF! #REF!

25lL3 5 #REF! #REF! #REF!


30L2.5 7 #REF! #REF! #REF!

30L2.7 8 #REF! #REF! #REF!




35L2.5 12 #REF! #REF! #REF!


35L3.2 14 #REF! #REF! #REF!

35L3.5 15 #REF! #REF! #REF!



37L3.3 18 #REF! #REF! #REF!







45L4.5 25 #REF! #REF! #REF!



77/89




50L4.5 30 #REF! #REF! #REF!






60L4.5 36 #REF! #REF! #REF!


60L5.5 38 #REF! #REF! #REF!



60L10 41 #REF! #REF! #REF!


70L5.5 43 #REF! #REF! #REF!


70L6.5 45 #REF! #REF! #REF!



80L5.5 48 #REF! #REF! #REF!



80L7.5 51 #REF! #REF! #REF!


80L10 53 #REF! #REF! #REF!

90L6.5 54 #REF! #REF! #REF!



90L8.5 57 #REF! #REF! #REF!


10L6.5 59 #REF! #REF! #REF!


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100L7 60 #REF! #REF! #REF!

100L8 61 #REF! #REF! #REF!

100L9 62 #REF! #REF! #REF!

100L10 63 #REF! #REF! #REF!

100L12 64 #REF! #REF! #REF!

120L8 65 #REF! #REF! #REF!

120L10 66 #REF! #REF! #REF!

120L11 67 #REF! #REF! #REF!

120L12 68 #REF! #REF! #REF!

120L14 69 #REF! #REF! #REF!

120L15 70 #REF! #REF! #REF!

150L10 71 #REF! #REF! #REF!

150L12 72 #REF! #REF! #REF!

150L12.5 73 #REF! #REF! #REF!

150L14 74 #REF! #REF! #REF!

150L15 75 #REF! #REF! #REF!

150L18 76 #REF! #REF! #REF!

180L18 77 #REF! #REF! #REF!

200L16 78 #REF! #REF! #REF!

200L18 79 #REF! #REF! #REF!

200L20 80 #REF! #REF! #REF!

200L24 81 #REF! #REF! #REF!

200L25 82 #REF! #REF! #REF!

200L26 83 #REF! #REF! #REF!


79/89

Pi = 5.00 kPa -

PForce= 79.52 kN

Wroof plates= 6.54 kN

d framing WTotal= 36.11 kN

-

-

No

Does internal pressure

exceed weight of roof

plates?

Does tank have internalpressure?

Yes


exceed 18 kPa?

Yes

Yes


exceed the weight of the

shell, roof and attached

framing?

Provide anchors and

conform to F.7.

Use API 620

-


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81/89

A roof is considered frangible if the roof-to-shell jwill fail prior to the shell-to-bottom joint in the eveexcessive internal pressure.

Frangible Roof Conditionsa. The tank shall be 15.25 m (50 ft)diameter or greater.b. The slope of the roof at the top angleattachment does not exceed 2 in 12.c. The roof is attached to the top anglewith a single continuours fillet weld thatdoes not exceed 5 mm (3/16 in.).d. The roof support members shall notattached to the roof plate.e. The roof-to-top angle compression rilimited to details a - e in Figure F-2.f. The top angle may be smaller than th

required by 3.1.5.9.e.g. All members in the region of the roof-shell junction, including insulation ringsconsidered as contributing to the cross-sectional area (A).h. The cross sectional area (A) of the roto-shell junction is less than the limitshown below:A = W / ( 1390 tan Theta )


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nk Shells


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Basic Design

Basic Design

API 650 with Appendix F or

API 620 shall be used

Basic Design plus Appendix F.1 through F.6.

Anchors for pressure not required.

Do not exceed Pmax.

Limit roof/shell compression area per F.5.


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intnt of

e

g

at

to-

of-

water tank-design pdf

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