Tank Design.xlsx

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1 2 1 Appendix J applicable. Dc 1040kg/m3 G 1.04 -G' 1.04

-7 _CS _{Appendix S not applicable.}

FYmin 240 MPa Table 3-2

FTmin 450 MPa E 195000 MPa Tmax 150.0 o_C _{Appendix M applicable.} Tmin N/A o_C

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 5.00kN/m

2 _{( kPa )} _{Appendix F applicable.}

Pe 0.60kN/m 2 _{( kPa )} Appendix V applicable. f 400kN/m2 _{( kPa )} H1 6.3m CA 3.0mm CA 3.0mm CA 3.0mm CA 3.0mm CA 3.0mm CA 3.0mm 2 : 10

θ 14.0Deg. OK [ 9.46 deg. <= Theta <= 37 deg. ] Do 4.512 m

Di 4.500m Check for Diameter in case of Appendix J

Dn 4.506 m H 6.30m RCone 2.32 m RDome 3.60 m 1 A' 16.43 m2 1 0.56 m 0.56 0.375 1022.252 kN FYstructure 250MPa Den. 7850 kg/m3 DL Corroded Uncorroded

ROOF 6.33 10.13 kN Based on 8 mm Roof Plate Thk.

0.00 0.00kN 0.00 0.00kN Cone pDL/2 0.00kN Frustum p(D+d)L/2 0.00kN Dome pdh 15.00kN 6.33 25.13 kN 0.39 1.53 kN/m2 _{( kPa )}

Nominal Dia. ( Inside Dia. + Shell Thk. ) Total Height

Cone Roof Dish Radius Dome Roof Dish Radius

Plateform

T J-1 ≤

Plates Minimum Yield Strength

Recycle AA Tank

Group IV

Density of Contents

Specific Gravity of Contents (For Appendix A Only) Material

Specific Gravity of Contents

Allowable Product Design Stress at Design Temperature Allowable Hydrostatic Test Stress at Design Temperature Internal Pressure

External Pressure Minimum Tensile Strength Modulus of Elasticity Maximum Design Temperature Minimum Design Temperature

Roof Structure Anchor Bolts Nozzles, etc. Density Developed Area Roof Height - Above Shell Fluid Hold Down Weight Yield Strength - Structural Parts

Insulation Others Stiffeners Purlins ∑ D E S I G N D A T A R E F E R E N C E Roof Type

Roof-to-Shell Joint Type Fabrication Purpose

Material Group

Smallest of the allowable tensile stresses (Roof, Shell, Ring) High Liquid Level

Bottom Shell Roof Slope Roof Angle Outside Dia. Inside Dia.

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SHELL 0.49 1.01 kN 20.60 41.21 kN 0.00 0.00 kN 0.00kN 0.00kN 0.00kN 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 1.5kN/m 2 _{( kPa )}

Snow Load S 0kN/m2 _{( kPa )}

External Pressuer Pe 0.60 kN/m

2 _{( kPa )}

Basic Wind Speed V 138kph

COMB1 DL + Lr + 0.4 x Pe App. R 3.27kN/m 2 _{( kPa )} COMB2 DL + 0.4 x Lr + Pe App. R 2.73kN/m 2 _{( kPa )} COMB3 DL + S + 0.4 x Pe App. R 1.77kN/m 2 _{( kPa )} COMB4 DL + 0.4 x S + Pe App. R 2.13kN/m 2 _{( 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 Stiff. Splice

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 ∑ R O O F 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.]

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Width Press.

Head HL1' 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.8.1.4 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 C ou rs e # 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 _m2_/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 Area NA 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 Thk a - t b - t NA Dist.

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_{[ ( H}

TS / 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 / tsmin )0.5 ) 1.01 ≤ 1.11 V.8.1.2 Corroded Thk.

Design external pressure for an unstiffened tank shell satisfied.

tsmin ≥ ( 73.05 ( HTS Ps )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 N

2 _N2 _{< 100} _N _N

min 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 Ratio Ref

Note: Minimum size of angle for use alone or as a component in a built stiffening ring shall be 64 x 64 x and the minimum nominal thickness of plate shall be 6 mm.

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Intermediate Stiffener Ring Design t 6 10

STIFF _t

shell 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 2 6 #DIV/0! 98.54 #DIV/0! 11 295.61 #DIV/0! 755 #DIV/0! #DIV/0! 459 18.43 29.6 3 6 #DIV/0! 98.54 #DIV/0! 11 295.61 #DIV/0! 755 #DIV/0! #DIV/0! 459 18.43 29.6 4 6 #DIV/0! 98.54 #DIV/0! 11 295.61 #DIV/0! 755 #DIV/0! #DIV/0! 459 18.43 29.6 5 6 #DIV/0! 98.54 #DIV/0! 11 295.61 #DIV/0! 755 #DIV/0! #DIV/0! 459 18.43 29.6 6 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 ρ tbtm (min) tfurn'd tfurn'd - CA Pbtm PResultant tsn tsn - CA tCalc tfurn'd

kPa [Psi] kPa [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 kph _kPa _m2 kN 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 ) / 2 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 42.73 138 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 W I N D M O M E N T 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

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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 4512mm 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 300mm 11.81 in. OK b 200mm 7.87 in. OK cused 16mm 0.630 in. OK d 50.8 mm 2.00in. eused 200mm 7.87 in. OK fused 50mm 1.97 in. OK gused 100mm 3.94 in. OK hused 310mm 12.20 in. OK jused 16mm 0.63 in. OK m 8mm 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 D 2_{] - W} 1 [ ( Pt - 8 th ) 4.08 D 2_{] - W} 2 [ ( 1.5 Pf - 8 th ) 4.08 D2 ] -W3

Top-Plate Length ( radial direction )

[ ( 4 Mw ) / D ] - W2

[ ( 4 Ms ) / D ] - W2

Top-Plate Width ( along shell )

[ ( P - 8 th ) 4.08 D 2_{] + [ ( 4 M}

w ) / D ] - W1

[ ( P - 8 th ) 4.08 D2 ] + [ ( 4 Ms ) / D ] - W1

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

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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 25.00ksi

t 6 mm 0.236 in.

θ deg. deg.

Z - 0.847

-jK 3.100 OK

wmin 6mm 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/m 2 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

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W 80.1 KN Wf 1022.3 KN Ww 982.9 KN Wo 69.1 KN/m 2 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/m 2 Wh 66.66 KN/m 2 Fw 13.57 KN Rw 3.01 KN/m Mw 42.73 KN-m h1 0.008m h2 6.70m h3 0.610m a1 0.0040 m a2 3.36 m a3 6.91 m w1 1583kg w2 5522kg w3 1970kg 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 Water Condition

Weight of Liquid

Weight of Liquid + Contributing Weight of Shell Weight of Shell Without Liquid

Design Liquid Level a4 = (Liquid Level / 2) + h1

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 Hydrotest 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 Water in Tank at Hydrotest Conditions

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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)

TC > TL

Ac = KSD1 ( TL / Tc

2_{) ( 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

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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 resisting force is adequate for tank stability ( i.e. the anchorage ratio, J > 1.54 ) [Satisfied] 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, σc

σc = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D

2_{) ) ( 1 / ( 1000 ts ) )}

Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift, J > 0.785, σc σc = ( ( ( 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 σc 10.190 MPa J > 0.785 Long. Shell Comp. Stress = 10.78 MPa

Shell Compression in Mechanically-Anchored Tanks

σc = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D 2_{) ) ( 1 / ( 1000 ts ) )} wt 5247 N/m Av 0.0418 %g Mrw 402509 N-m D 4.506 m ts 3.00 mm σc 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}2

14.78 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 Satisfied G 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

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(14)

(15)

(16)

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 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 3.68 ( H - Y ) / D3.68 ( 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 σT = σh ± σs = ( Nh ± SQRT ( Ni2 + Nc2 ) ) / t

σh σs Nh Ni Nc t σT

When vertical acceleration specified σT = σh ± σs = ( Nh ± ( SQRT ( Ni2 + Nc2 + ( Ac Nh )2 ) ) ) / t

σh σs Nh Ni Nc Av t σT

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(21)

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50 x 50 x 4 50 x 50 x 4.5 50 x 50 x 5 50 x 50 x 6 50 x 50 x 7 50 x 50 x 8 60 x 60 x 4 60 x 60 x 4.5 60 x 60 x 5 60 x 60 x 5.5 60 x 60 x 6 60 x 60 x 8 60 x 60 x 10 70 x 70 x 5 70 x 70 x 5.5 70 x 70 x 6 70 x 70 x 6.5 70 x 70 x 7 70 x 70 x 9 80 x 80 x 5.5 80 x 80 x 6 80 x 80 x 7 80 x 80 x 7.5 80 x 80 x 8 80 x 80 x 10 90 x 90 x 6.5 90 x 90 x 7 90 x 90 x 8 90 x 90 x 8.5 90 x 90 x 9 100 x 100 x 6.5 100 x 100 x 7 100 x 100 x 8 100 x 100 x 9 100 x 100 x 10 100 x 100 x 12 120 x 120 x 8 120 x 120 x 10 120 x 120 x 11 120 x 120 x 12 120 x 120 x 14 120 x 120 x 15 150 x 150 x 10 150 x 150 x 12 150 x 150 x 12.5 150 x 150 x 14 150 x 150 x 15 150 x 150 x 18 180 x 180 x 18 200 x 200 x 16

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200 x 200 x 18 200 x 200 x 20 200 x 200 x 24 200 x 200 x 25 200 x 200 x 26 Detail A 64 x 64 x 6.4 64 x 64 x 7.9 76 x 76 x 9.5 64 x 64 x 6.4 64 x 64 x 7.9 76 x 76 x 6.4 76 x 76 x 9.5 102 x 102 x 6.4 102 x 102 x 9.5 64 x 64 x 6.4 64 x 64 x 7.9 102 x 76 x 6.4 102 x 76 x 7.9 127 x 76 x 7.9 127 x 89 x 7.9 127 x 89 x 9.5 152 x 102 x 9.5 102 x 76 x 7.9 102 x 76 x 9.5 127 x 76 x 7.9 127 x 76 x 9.5 127 x 89 x 7.9 127 x 89 x 9.5 152 x 102 x 9.5 b = 250 b = 300 b = 350 b = 400 b = 450 b = 500 b = 550 b = 600 b = 650 b = 700 b = 750 b = 800 b = 850 b = 900 b = 950 b = 1000

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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 appurtenances CGXr 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 0.28 S1 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

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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/ASP = 0 %g SDS = 2.5 Q Fa So ( E-4 ) N/ASDS = 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 D Ai ≥ 0.007 Satisfied

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

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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 / Tc 2 ) ( I / Rwc ) Ac N/A Ac = 2.5 Q Fa So ( ( Ts TL / Tc 2 ) ( I / Rwc ) Ac 0.17221 Ac 0.08596 < Ai

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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 + Vc2 ) V 212329 N

EFFECTIVE WEIGHT OF PRODUCT

EFFECTIVE IMPULSIVE WT.

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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 ) WP 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

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-When D / H greater than or equal to 1.333

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 )( 3.67 ( H / D ) - 1 ) 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

-When D / H greater than or equal to 1.333

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

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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

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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 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 σT = σh ± σs = ( Nh ± SQRT ( Ni 2

+ Nc

2

) ) / t

σh σs Nh Ni Nc

When vertical acceleration specified σT = σh ± σs = ( Nh ± ( SQRT ( Ni 2 + Nc 2 + ( Ac N h )2 ) ) ) / t σh σs Nh Ni Nc OVERTURNING MOMENT Mrw = SQRT ( ( Ai ( Wi Xi + Ws Xs + Wr Xr ) )2 + ( Ac ( Wc Xc ) )2 )

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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 Xr ) )2 + ( Ac ( Wc Xcs ) )2 ) 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

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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 / ( D 2 ( Wt ( 1 - 0.4 Av ) )+ Wa ) Wss 3908 N/m Wr 18953 N Wt = ( ( Ws / PI() D ) + Wrs ) 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 of the general tank floor plate ( i.e., ta > tb ) with the following restrictions:

ts - CA 3.00 mm

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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

σc = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D 2

) ) ( 1 / ( 1000 ts ) )

Max. longitudinal shell compression stress at the bottom of the shell when there is no calculated uplift, J > 0.785, σc σc = ( ( ( 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 -σc 14.960 MPa

Shell Compression in Mechanically-Anchored Tanks

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σc = ( wt ( 1 + 0.4 Av ) + ( 1.273 Mrw / D 2 ) ) ( 1 / ( 1000 ts ) ) wt 5247 N/m Av 0.06272 %g Mrw 604837 N-m D 4.506 m ts 3.00 mm σc 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 / t2 14.78 Fc 8.17 MPa

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Self Anchored Consider Mechanically Anchored Do not consider

Where the site properties are not known in sufficient detail to determine the site class, Site Class D shall be assumed unless the authority having jurisdiction determines that Site Class E or F should apply at the site.

Corroded Corroded

I Not assigned to SUG II and III

II Hazardous substance, public exposure, direct service to major facilities III Post earthquake recovery, life and health of public, hazardous substance

Note:

Seismic Use Group (SUG) for the tank shall be specified by the purchaser. 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 soil

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

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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, seconds

So = Mapped, maximum considered earthquake, 5-percent-damped, spectral response acceleration parameter at a period of one second, %g.

SP = Design level peak ground acceleration parameter for sites not addressed by ASCE methods.

SDS = The design, 5-percent-damped, spectral response acceleration parameter at short periods ( T = 0.2 seconds ) based on ASCE 7 methods, %g.

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 design methods.

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S1 = Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at a period of one second, %g.

Ss = Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at short periods ( T = 0.2 seconds ), %g. So = Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at a period of one second, %g.

SD1 = The design, 5-percent-damped, spectral response acceleration parameter at one second based on ASCE 7 methods, %g.

SP =

K = Coefficient to adjust the spectral acceleration from 5% to 0.5% damping = 1.5 UOS. 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, seconds. Ts = ( Fv . S1 ) / ( Fa . Ss )

TL = Regional-dependent transition period for longer period ground motion, seconds. For ASCE 7 Mapped value and for Outside USA 4.

Rwc = Force reduction coefficient for the convective mode using allowable stress design methods.

Q = Scaling factor from the MCE to the design level spectral acceleration. Q = 2 / 3 for ASCE 7 and Q = 1 UOS.

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Ws Total weight of tank shell and appurtenances, N.

Wr Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10% of the roof design snow load, N. 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 the product, N.

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 tank and contents, N. Vc Design base shear due to the convective component of the effective sloshing wieght, N. V Total design base shear, N.

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1383984 N

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2.83 m

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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 Fa So

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

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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

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

σT = σh ± σs = ( Nh ± SQRT ( Ni

2

+ Nc

2

) ) / t

t σT σh Product hydrostatic hoop stress in the shell, MPa.

σs Hoop stress in the shell due to impulsive and convective force of the stored liquid, MPa.

σT Total combined hoop stress in te shell, MPa.

Nh Product hydrostatice membrane force, N/mm.

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

Nc Convective hoop membrane force in tank wall, N/mm.

σT = σh ± σs = ( Nh ± ( SQRT ( Ni 2 + Nc 2 + ( Ac N h

)2 ) ) ) / t t Thickness of the shell ring under consideration, mm.

Av Vertical earthquake acceleration coefficient, %g.

Av t σT

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ta Thickness of the bottom plate under the shell extending at least the distance, L, from the inside of the shell, less CA, mm. S Design snow load, N.

Av Vertical earthquake acceleration coefficient, %g.

Mrw Ringwall moment - Portion of the total overturning moment that acts at the base of the tank shell perimeter, N-m. Ws Total weight of tank shell and appurtenances, N. (Shell + Btm Plt + Curb Angle + Rings )

Wss Total weight of tank shell and appurtenances per unit length of shell circumference, N/mm.

Wr Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10% of the roof design snow load, N. Wrs Roof load acting on the shell, including 10% of the specified snow load, N/m.

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

Wa Resisting force of tank contents per unit length of shell circumference that may be used to resist the shell overturning moment, N/m. Ge Effective specific gravity including vertical seismic effects = G ( 1.0 - 0.4 Av )

J < 0.785 No calculated uplift under the design seismic overturning moment. The tank is self anchored.

0.785 < J < 1.54Tank is uplifting, but the tak is stable for the design load providing the shell compression requirements are satisfied. Tank is self anchored.

J >1.54 Tank is not stable and cannot be self-anchored for the design load. Modify the annular plate if L < 0.035D is not controlling or add mechanical anchorage.

(46)

a ) The thickness, ta, used to calculate wa in Equ E-23 shall not exceed the first shell course thickness, ts, less the shell CA.

b ) Nor shall the thickness, ta, used in Equ E-23 exceed the actual thickness of the plate under the shell less the CA for tank bottom. c ) when the bottom plate under the shell is thicker than the remainder of the tank bottom (i.e. ta > tb) the min. projection of the supplied thicker annular plate inside the tank wall, Ls, shall be equal to or greater than L:

[Satisfied] L = 158 mm [Not Satisfiend] [Not Satisfied]

See API 650 Sec. E.7.3

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

J < 0.785 Long. Shell Comp. Stress = 14.43 MPa J > 0.785 Long. Shell Comp. Stress = 14.96 MPa

(47)

Thickness of the shell ring under consideration, mm. corroded

Allowable longitudinal shell membrane compression stress, MPa.

G H D2 / t2 ≥ 44 Fc = 55.26 MPaFc = 83 ts / D

G H D2 / t2 < 44 Fc = 8.17 MPaFc = 83 ts / ( ( 2.5 D ) + 7.5 SQRT ( G H ) ) G H < 0.5 Fty 28.3878 120 Satisfied

(48)

Where the site properties are not known in sufficient detail to determine the site class, Site Class D shall be assumed unless the authority having jurisdiction determines that Site Class E or F should apply at the site.

Hazardous substance, public exposure, direct service to major facilities Post earthquake recovery, life and health of public, hazardous substance

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

(49)

Natural period of vibration for convective (sloshing) mode of behavior, seconds

Mapped, maximum considered earthquake, 5-percent-damped, spectral response acceleration parameter at a period of one second, %g.

Design level peak ground acceleration parameter for sites not addressed by ASCE methods.

The design, 5-percent-damped, spectral response acceleration parameter at short periods ( T = 0.2 seconds ) based on ASCE 7 methods, %g.

Force reduction factor for the impulsive mode using allowable stress design methods.

(50)

Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at a period of one second, %g.

Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at short periods ( T = 0.2 seconds ), %g. Mapped, MCE, 5-percent-damped, spectral response acceleration parameter at a period of one second, %g.

The design, 5-percent-damped, spectral response acceleration parameter at one second based on ASCE 7 methods, %g.

Coefficient to adjust the spectral acceleration from 5% to 0.5% damping = 1.5 UOS.

Natural period of the covective (sloshing) mode of behavior of the liquid, seconds.

Regional-dependent transition period for longer period ground motion, seconds. For ASCE 7 Mapped value and for Outside USA 4. Force reduction coefficient for the convective mode using allowable stress design methods.

(51)

Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10% of the roof design snow load, N.

Total weight of the tank contents based on the design specific gravity of the product, N.

Design base shear due to impulsive component from effective weight of tank and contents, N. Design base shear due to the convective component of the effective sloshing wieght, N.

(52)

(53)

(54)

(55)

Product hydrostatic hoop stress in the shell, MPa.

Hoop stress in the shell due to impulsive and convective force of the stored liquid, MPa. Total combined hoop stress in te shell, MPa.

Product hydrostatice membrane force, N/mm. Impulsive hoop membrane force in tank wall, N/mm. Convective hoop membrane force in tank wall, N/mm. Thickness of the shell ring under consideration, mm. Vertical earthquake acceleration coefficient, %g.

(56)

(57)

Thickness of the bottom plate under the shell extending at least the distance, L, from the inside of the shell, less CA, mm.

Ringwall moment - Portion of the total overturning moment that acts at the base of the tank shell perimeter, N-m. Total weight of tank shell and appurtenances, N. (Shell + Btm Plt + Curb Angle + Rings )

Total weight of tank shell and appurtenances per unit length of shell circumference, N/mm.

Total weight of fixed tank roof including framing, knuckles, any permanent attachments and 10% of the roof design snow load, N. Roof load acting on the shell, including 10% of the specified snow load, N/m.

Resisting force of tank contents per unit length of shell circumference that may be used to resist the shell overturning moment, N/m. Effective specific gravity including vertical seismic effects = G ( 1.0 - 0.4 Av )

No calculated uplift under the design seismic overturning moment. The tank is self anchored.

Tank is uplifting, but the tak is stable for the design load providing the shell compression requirements are satisfied. Tank is self anchored.

(58)

a ) The thickness, ta, used to calculate wa in Equ E-23 shall not exceed the first shell course thickness, ts, less the shell CA.

b ) Nor shall the thickness, ta, used in Equ E-23 exceed the actual thickness of the plate under the shell less the CA for tank bottom. c ) when the bottom plate under the shell is thicker than the remainder of the tank bottom (i.e. ta > tb) the min. projection of the supplied thicker annular plate inside the tank wall, Ls, shall be equal to or greater than L:

(59)

(60)

(61)

(62)

(63)

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 framing supported b the shell or roof F.2 through F.6. 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 accordance with F.1.2

F.1.6 Figure F-1 provided to aid in the determination of the applicability of various sections of this appendix.

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 had its design details established may be calculated from the following equation (subjected to the limitations of Pmax in F.4.2)

P = ( 1.1 ) ( A ) ( tan θ ) / D2

+ 0.08th

P Internal design pressure, kPa

A Area resisting the compressive force, as illustrated in Figure F-2, mm2

θ Angle between the roof and a horizontal plane at the roof-to-shell junction, degrees tan θ 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, shall not exceed the value calculated 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 plates) supported by the shell and roof, N

D Tank diameter, m

(64)

M Wind moment, N - m

F.4.3 As top angle size and roof slope decrease and tank diameter increases, the design presure permitted by F.4.1 and F.4.2 approaches the failure pressure of F.6 for the roof-to-shell junction, In order to provide a safe margin between the maximum operating pressure and the calculated failure pressure, a suggested further limitation on the maximum design pressure for 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 angle or the design liquid level, and the design internal air pressure shall be applied to the enclosed space above the water level and held for 15 minutes. The air pressure shall then be reduced to one-half the design pressure, and all welded joints above the liquid level shall be checked for leaks by means of a soap film, linseed oil, or another suitable material. Tank vents shall be tested during or after this test.

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

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

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

2_{) ) / ( 1.1 ( tanθ ) )}

A Total required compression area at the roof-to-shell junction, mm2

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 cross-sectional area calculated in 3.10.5 and 3.10.6

F.6 Calculate Failure Pressure ( Frangible Roofs )

a b c

(65)

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 DiameterBolt Circle DiameterCover Plate Diameter mm (in.) Db mm (in.) Dc mm (in.)

Bolt Circle Diameter656 (261/4) 720 (283/4) Db mm (in.) 756 (301/4) 820 (323/4) Cover Plate Diameter906 (361/4) 970 (383/4) Dc mm (in.) 1056 (421/4) 1120 (443/4)

(66)

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 Temperature Range

Allowable Stress fpr Maximum Design Temperature Not Exceeding (Sd), MPa

Minimum Yield Strength Minimum Tensile Strength

(67)

610.24 0.55 11.00

(68)

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

(69)

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 9 100 x 100 x 6.5 100 100 6.5

(70)

100 x 100 x 7 100 100 7 100 x 100 x 8 100 100 8 100 x 100 x 9 100 100 9 100 x 100 x 10 100 100 10 100 x 100 x 12 100 100 12 120 x 120 x 8 120 120 8 120 x 120 x 10 120 120 10 120 x 120 x 11 120 120 11 120 x 120 x 12 120 120 12 120 x 120 x 14 120 120 14 120 x 120 x 15 120 120 15 150 x 150 x 10 150 150 10 150 x 150 x 12 150 150 12 150 x 150 x 12.5 150 150 12.5 150 x 150 x 14 150 150 14 150 x 150 x 15 150 150 15 150 x 150 x 18 150 150 18 180 x 180 x 18 180 180 18 200 x 200 x 16 200 200 16 200 x 200 x 18 200 200 18 200 x 200 x 20 200 200 20 200 x 200 x 24 200 200 24 200 x 200 x 25 200 200 25 200 x 200 x 26 200 200 26

(71)

When net uplift does not exceed the nominal weight of the shell, roof and framing supported b the shell or roof F.2 through F.6.

Internal Pressure Pressure Force Tank nameplate shall indicate whether the tank has been designed in accordance with F.1.2 Wt. of roof plates

Figure F-1 provided to aid in the determination of the applicability of various sections of this appendix. Wt. of shell, roof and attached framing

The design pressure, P, for a tank that has been constructed or that has had its design details established may be calculated from the following equation (subjected to the limitations of Pmax in F.4.2)

10.89 kPa Area resisting the compressive force, as illustrated in Figure F-2, mm2 776.47 mm2 Angle between the roof and a horizontal plane at the roof-to-shell junction, degrees 14 degrees

0.249 -4.506 m

5 mm

The maximum design pressure, limited by uplift at the base of the shell, shall not exceed the value calculated

-0.66 kPa Total weight of the shell and any framing (but not roof plates) supported by the shell and roof, N 14769.83 N

4.506 m 5.00 mm

(72)

42734.81 N-m

As top angle size and roof slope decrease and tank diameter increases, the design presure permitted by F.4.1 and F.4.2 approaches the failure pressure of F.6 for the roof-to-shell junction, In order to provide a safe margin between the maximum operating pressure and the calculated failure pressure, a suggested further limitation on the maximum design pressure for

-1.03 kPa

When the entire tank is completed, it shall be filled with water to the top angle or the design liquid level, and the design internal air pressure shall be applied to the enclosed space above the water level and held for 15 minutes. The air pressure shall then be reduced to one-half the design pressure, and all welded joints above the liquid level shall be checked for leaks by means of a soap film, linseed oil, or another suitable material. Tank vents shall be tested during or after this test.

340.55 mm2

188.94 mm2

Total required compression area at the roof-to-shell junction, mm2

4.506 mm 5.00 kPa

5 mm Corroded

138 km / h 14 Degrees For self-supporting roofs, the compression area shall not be less than the cross-sectional area calculated in 3.10.5 and 3.10.6

(73)

(74)

150 200 260 Ambient

140 128 121 186 Table S-2 --- Allowable Stress for Tank Shells

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) MPa Temperature Range

Allowable Stress fpr Maximum Design Temperature Not Exceeding (Sd), MPa

(75)

3.74

41.16 95 26552.46 Sum 404.37 260883.2534 Wt./m 2047.933539 Wt. 199446.9618

(76)

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)

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!

(78)

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!

(79)

Pi = 5.00 kPa

-PForce = 79.52 kN

Wroof plates = 6.54 kN

Wt. of shell, roof and attached framing WTotal = 36.11 kN

-No

Does internal pressure exceed weight of roof

plates?

Does tank have internal pressure?

Yes

Does internal pressure exceed 18 kPa?

Yes

Does internal pressure exceed the weight of the

shell, roof and attached framing?

Provide anchors and conform to F.7.

Use API 620

(80)

(81)

-A roof is considered frangible if the roof-to-shell joint will fail prior to the shell-to-bottom joint in the event of excessive internal pressure.

Frangible Roof Conditions

a. The tank shall be 15.25 m (50 ft) diameter or greater.

b. The slope of the roof at the top angle attachment does not exceed 2 in 12. c. The roof is attached to the top angle with a single continuours fillet weld that does not exceed 5 mm (3/16 in.).

d. The roof support members shall not be attached to the roof plate.

e. The roof-to-top angle compression ring limited to details a - e in Figure F-2. f. The top angle may be smaller than that required by 3.1.5.9.e.

g. All members in the region of the roof-to shell junction, including insulation rings considered as contributing to the cross-sectional area (A).

h. The cross sectional area (A) of the roof to-shell junction is less than the limit shown below:

(82)

(83)

(84)

(85)

(86)

(87)

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.

(88)

(89)

shell joint bottom joint in the event of

b. The slope of the roof at the top angle c. The roof is attached to the top angle with a single continuours fillet weld that d. The roof support members shall not be

top angle compression ring f. The top angle may be smaller than that g. All members in the region of the roof-to-shell junction, including insulation rings considered as contributing to the cross-h. The cross sectional area (A) of the