Ametank Model Example 2 API 650 Calculation Report

AMETANK REPORT

Page: 1/54

TABLE OF CONTENTS

SUMMARY OF DESIGN DATA AND REMARKS

ROOF DESIGN

ROOF SUMMARY OF RESULTS

SHELL COURSE DESIGN

SHELL SUMMARY OF RESULTS

BOTTOM DESIGN

BOTTOM SUMMARY OF RESULTS

WIND MOMENT

SEISMIC SITE GROUND MOTION

SEISMIC CALCULATIONS

ANCHOR BOLT DESIGN

ANCHOR BOLT SUMMARY OF RESULTS

CAPACITIES AND WEIGHTS

MAWP & MAWV SUMMARY

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Warnings!! Initial Data 1.- Design internal pressure is greater than maximum allowable working pressure (MAWP). 2.- Design external pressure is greater than maximum allowable working vacuum (MAWV). Shell Course Data 1.- Please revise the shell thk, 3 courses have problems. 2.- The required minimum thickness based on external pressure is greater than the available thickness and the shell must be stiffened. Top Member Data 1.- Design pressure is greater that maximum allowable pressure 2.- Reinforcement needed due to insufficient cross sectional area. 3.- Reinforcement needed due to insufficient combined stiffener shell moment of inertia. Intermediate Stiffener Data 1.- Number of intermediate stiffeners is less than required. Revise shell thicknesses or add stiffeners. Structure Data 1.- Please revise the Structure, there is a problem in the sizes. Shell Clean Outs Clean-Out-0001 1.- Please revise the bottom plate thickness, has problem. Shell Pipe Overflows Pipe-Overflow-0001 1.- Re Pad thickness is less than min req'd.

SUMMARY OF DESIGN DATA AND REMARKS Back Job : 2014-6-20-9-46 Date of Calcs. : 8/11/11 Mfg. or Insp. Date : Designer : TCB Project : Tag Number : Plant : PURCHASER DESCRIPTION CITY AND STATE Plant Location : Site : Design Basis : API-650 12th Edition, March 2013 TANK NAMEPLATE INFORMATION

Pressure Combination Factor

0.4

Design Standard API-650 12th Edition, March 2013 Appendices Used

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Roof

A36 : 0.1875 in

Shell (1)

A36 : 0.75 in

Shell (2)

A36 : 0.5625 in

Shell (3)

A36 : 0.3125 in

Shell (4)

A36 : 0.3125 in

Shell (5)

A36 : 0.3125 in

Bottom

A36 : 0.25 in

Design Internal Pressure = 0.1 psi or 2.7682 inh2o Design External Pressure = -0.06 psi or -1.6609 inh2o MAWP = 0.0764 psi or 2.1165 inh2o MAWV = -0.0575 psi or -1.5915 inh2o D of Tank = 150 ft OD of Tank = 150.125 ft ID of Tank = 150 ft CL of Tank = 150.0625 ft Shell Height = 40 ft S.G of Contents = 1 Max Liq. Level = 40 ft Min Liq. Level = 2 ft Design Temperature = 120 ºF Tank Joint Efficiency = 1 Ground Snow Load = 0 psf Roof Live Load = 20 psf Additional Roof Dead Load = 0 psf Basic Wind Velocity = 125 mph Wind Importance Factor = 1 Using Seismic Method: API-650 - ASCE7 Mapped(Ss & S1)

DESIGNER REMARKS Remarks or Comments SUMMARY OF SHELL RESULTS

She ll #

C Min Widt Tensile Materi A J Yield h Strengt al (in E Strengt (in) h (psi) ) h (psi)

Sd (psi)

St Weigh (psi) t (Lbf)

Weigh t-min t-Des t CA Erectio (in) (Lbf) n (in)

t- t-min Test Seismi (in) c (in)

t-min tExt- t-min Actu Statu Pe (in) al s (in) (in)

1

96

A36

0 1 36,000 58,000

23,20 24,90 115,29 115,29 0.655 0.610 0.435 0.655 0.3125 0.5087 0 0 7 7 6 8 9 6

0.75

OK

2

96

A36

0 1 36,000 58,000

23,20 24,90 0.521 0.485 0.435 0.521 0.562 86,482 86,482 0.3125 0.4062 0 0 1 5 9 1 5

OK

3

96

A36

0 1 36,000 58,000

23,20 24,90 0.386 0.360 0.435 0.435 0.312 48,052 48,052 0.3125 0.3029 0 0 6 2 9 9 5

FAIL

4

96

A36

0 1 36,000 58,000

23,20 24,90 0.252 0.234 48,052 48,052 0.3125 0 0 2 9

0.435 0.435 0.312 9 9 5

FAIL

5

93

A36

0 1 36,000 58,000

23,20 24,90 0.117 0.109 0.435 0.435 0.312 46,550 46,550 0.3125 0.0948 0 0 7 6 9 9 5

FAIL

Total Weight of Shell = 344,435.3686 lbf

CONE ROOF

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0.199

Plates Material = A36 Structural Material = A36 t.required = 0.1875 in t.actual = 0.1875 in Roof corrosion allowance = 0 in Roof Joint Efficiency = 1 Plates Overlap Weight = 2,136.0223 lbf Plates Weight = 135,679.1475 lbf RAFTERS:

Qty At Radius (ft)

Size Length (ft) W (lbf/ft) Ind. Weight (lbf) Total Weight (lbf)

40

37.5 W10X12

35.2765

12

423.3185

16,932.7414

80

74.9052 W10X22

40.926

22

900.374

72,029.9234

Rafters Total Weight = 88,962.6649 lbf GIRDERS:

Qty At Radius (ft) 8

Size Length (ft) W (lbf/ft) Ind. Weight (lbf) Total Weight (lbf)

37.5 W12X50

28.7012

50

1,435.0628

11,480.5029

Girders Total Weight = 11,480.5029 lbf COLUMNS:

Qty At Radius (ft)

Size Length (ft) W (lbf/ft) Ind. Weight (lbf) Total Weight (lbf)

1

0 10" SCH STD

43.6853 40.5207

1,770.1605

1,770.1605

8

37.5 10" SCH STD

40.4587 40.5207

1,640.1602

13,121.2819

Columns Total Weight = 14,891.4425 lbf Bottom Type : Flat Bottom Annular Bottom Material = A36 t.required = 0.236 in t.actual = 0.25 in Bottom corrosion allowance = 0 in Bottom Joint Efficiency = 1 Total Weight of Bottom = 175,797.7572 lbf TOP END STIFFENER : Detail D Size = l3x3x3/8 Material = A36 Weight = 3,385.0672 lbf

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STRUCTURALLY SUPPORTED CONICAL ROOF Back A = Actual Part. Area of Roof-to-shell Juncture per API-650 (in^2) A-min = Minimum participating area (in^2) per API-650 5.10.5.2 a-min-A = Minimum participating area due to full design pressure per API-650 F.5.1 (in^2) a-min-Roof = Minimum participating area per API-650 App. F.5.2 (in^2) Add-DL = Added Dead load (psf) Alpha = 1/2 the included apex angle of cone (degrees) Aroof = Contributing Area due to roof plates (in^2) Ashell = Contributing Area due to shell plates (in^2) CA = Roof corrosion allowance (in) D = Tank Nominal Diameter per API-650 5.6.1.1 Note 1 (ft) density = Density of roof (lbf/in3) DL = Dead load (psf) e.1b = Gravity Roof Load (1) - Balanced (psf) e.1u = Gravity Roof Load (1) - Unbalanced (psf) e.2b = Gravity Roof Load (2) - Balanced (psf) e.2u = Gravity Roof Load (2) - Unbalanced (psf) Fp = Pressure Combination Factor Fy = smallest of the yield strength (psi) Fy-roof = Minimum yield strength for shell material (Table 5-2b) (psi) Fy-shell = Minimum yield strength for shell material (Table 5-2b) (psi) Fy-stiff = Minimum yield strength for stiffener material (Table 5-2b) (psi) hr = Roof height (ft) ID = Tank Inner Diameter (ft) Insulation = Roof Insulation (ft) JEr = Roof joint efficiency Lr = Entered Roof Live Load (psf) Lr-1 = Computed Roof Live Load, including External Pressure Max-p = Max Roof Load due to participating Area (psf) Net-Uplift = Uplift due to internal pressure minus nominal weight of shell, roof and attached framing (lbf), per API-650 F.1.2 P = Minimum participating area (psf) P-ext-2 = Max external pressure due to roof shell joint area (psi) P-F41 = Max design pressure limited by the roof-to-shell joint (inH2O) P-F42 = Max design pressure due to Uplift per API-650 F.4.2 (inH2O) P-F51 = Max design pressure reversing a-min-A calculation (psf) P-max-ext-T = Total max external pressure due to roof actual thickness and roof participating area (psi) P-max-internal = Maximum design pressure and test procedure per API-650 F.4, F.5. (psf) P-Std = Max pressure pressure allowed per API-650 App. F.1 & F.7 (psi) P-Uplift = Uplift case per API-650 1.1.1 (lbf) P-weight = Dead load of roof plate (Psf) Pe = External Pressure (psf) pt = Roof cone pitch (in) rise per 12 (in) Pv = Internal Pressure (psf) R = Roof horizontal radius (ft) Ra = Roof surface area (in^2) Roof-wc = Weight corroded of roof plates (lbf) S = Ground Snow Load per ASCE 7-05 Fig 7-1 (psf) Sb = Balanced Design Snow Load per API-650 Section 5.2.1.h.1 (psf) Shell-wc = Weight corroded of shell (lbf) Su = Unbalanced Design Snow Load per API-650 Section 5.2.1.h.2 (psf) T = Balanced Roof Design Load per API-650 Appendix R (psf) t-calc = Minimum nominal roof plates thickness per API-650 Section 5.10.5.1 (in) t-Ins = thickness of Roof Insulation (ft) Theta = Angle of cone to the horizontal (degrees) U = Unbalanced Roof Design Load per API-650 Appendix R (psf) Wc = Maximum width of participating shell per API-650 Fig. F-2 (in) Wh = Maximum width of participating roof per API-650 Fig. F-2 (in)

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Roof Design Per API-650 Note: Tank Pressure Combination Factor Fp = 0.4 D = 150 ft ID = 150 ft CA = 0 in R = 75.0677 ft Fp = 0.4 JEr = 1 JEs = 1 JEst = 1 Insulation = 0 ft Add-DL = 0 psf Lr = 20 psf S = 0 psf Sb = 0 psf Su = 0 psf density = 0.2833 lbf/in3 P-weight = 7.6779 Psf Pe = 8.64 psf pt = 0.75 in rise per 12 in t-actual = 0.1875 in Fy-roof = 36,000 psi Fy-shell = 36,000 psi Fy-stiff = 36,000 psi Shell-wc = 344,435.3686 lbf Roof-wc = 135,679.1475 lbf P-Std = 2.5 psi, Per API-650 F.1.3 t-1 = 0.3125 in CA-1 = 0 in Sd = 23200 psi Theta = TAN^-1 (pt/12) Theta = TAN^-1 (0.75/12) Theta = 3.5763 degrees Alpha = 90 - Theta Alpha = 90 - 3.5763 Alpha = 86.4237 degrees Ap-Vert = D^2 * TAN(Theta)/4 Ap-Vert = 150^2 * TAN(3.5763)/4 Ap-Vert = 351.5625 ft^2 Horizontal Projected Area of Roof per API-650 5.2.1.f Xw = D * 0.5 Xw = 150 * 0.5 Xw = 75 ft Ap = PI * (D/2)^2 Ap = PI * (150/2)^2 Ap = 17,671.4586 ft^2 DL = Insulation + P-weight + Add-DL DL = 0 + 7.6779 + 0

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DL = 7.6779 psf Roof Loads per API-650 5.2.2 e.1b = DL + MAX(Sb , Lr) + (0.4 * Pe) e.1b = 7.6779 + MAX(0 , 20) + (0.4 * 8.64) e.1b = 31.1339 psf e.2b = DL + Pe + (0.4 * MAX(Sb , Lr)) e.2b = 7.6779 + 8.64 + (0.4 * MAX(0 , 20)) e.2b = 24.3179 psf T = MAX(e.1b , e.2b) T = MAX(31.1339 , 24.3179) T = 31.1339 psf e.1u = DL + MAX(Su , Lr) + (0.4 * Pe) e.1u = 7.6779 + MAX(0 , 20) + (0.4 * 8.64) e.1u = 31.1339 psf e.2u = DL + Pe + (0.4 * MAX(Su , Lr)) e.2u = 7.6779 + 8.64 + (0.4 * MAX(0 , 20)) e.2u = 24.3179 psf U = MAX(e.1u , e.2u) U = MAX(31.1339 , 24.3179) U = 31.1339 psf Lr-1 = MAX(T , U) Lr-1 = MAX(31.1339 , 31.1339) Lr-1 = 31.1339 psf Ra = PI * R * SQRT(R^2 + hr^2) Ra = PI * 75.0677 * SQRT(75.0677^2 + 4.6917^2) Ra = 2,554,260.9252 in^2 or 17738 ft^2 Roof Plates Weight = density * Ra * t-actual Roof Plates Weight = 0.2833 * 2,554,260.9252 * 0.1875 Roof plates Weight = 135,679.1475 lbf BAY 2 DETAILS MINIMUM # OF RAFTERS l = Maximum rafter spacing per API-650 5.10.4.4 (in) l-actual-2 = Actual rafter spacing (in) Max-T1-2 = Due to roof thickness (psf) N-actual-2 = Actual number of rafter N-min-2 = Minimum number of rafter P = Uniform pressure as determined from load combinations described in Appendix R (psi) P-ext-1-2 = Due to roof thickness vacuum limited by actual rafter spacing (psf) R-2 = Outer radius (in) RLoad-Max-2 = Maximun roof load based on actual rafter spacing (psf) t-calc-2 = Minimum roof thickness based on actual rafter spacing (in) FOR OUTER SHELL RING

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P = Lr-1 P = 0.2162 psi R-2 = 898.8625 in l = MIN(((t-Roof - CA-Roof) * SQRT((1.5 * Fy-Roof)/P)) , 84) l = MIN(((0.1875 - 0) * SQRT((1.5 * 36,000) / 0.2162)) , 84) l = MIN(93.705 , 84) l = 84 in N-min-2 = (2 * PI * R-2)/l N-min-2 = (2 * PI * 898.8625)/84 N-min-2 = 68 N-min-2 must be a multiple of 8, therefore N-min-2 = 72. N-actual-2 = 80 l-actual-2 = (2 * PI * R-2)/N-actual-2 l-actual-2 = (2 * PI * 898.8625)/80 l-actual-2 = 70.5965 in Minimum roof thickness based on actual rafter spacing t-calc-2 = l-actual-2/SQRT((1.5 * Fy-Roof)/P) + CA-Roof t-calc-2 = 70.5965/SQRT((1.5 * 36,000)/0.2162) + 0 t-calc-2 = 0.1413 in NOTE: Governs for roof plate thickness. RLoad-Max-2 = (1.5 * Fy-Roof)/(l-actual-2/(t-Roof - CA-Roof))^2 RLoad-Max-2 = (1.5 * 36,000)/(70.5965/(0.1875 - 0))^2 RLoad-Max-2 = 54.852 psf Max-T1-2 = RLoad-Max-2 Max-T1-2 = 54.852 psf P-ext-1-2 = Max-T1-2 - DL - (0.4 * MAX(Sb , Lr)) P-ext-1-2 = 54.852 - 7.6779 - (0.4 * MAX(0 , 20)) P-ext-1-2 = -39.1741 psf Pa-rafter-3-2 = P-ext-1-2 Pa-rafter-3-2 = -39.1741 psf t-required-2 = MAX(0.1413 , (0.1875 + 0)) t-required-2 = 0.1875 in RAFTER DESIGN Average-p-width-2 = Average plate width (ft) Average-r-s-inner-2 = Average rafter spacing on inner girder (ft) Average-r-s-shell-2 = Average rafter spacing on shell (ft) Max-P-2 = Load allowed for each rafter in ring (psi) Max-r-span-2 = Maximum rafter span (ft) Max-T1-rafter-2 = Due to roof thickness (psf) Mmax-rafter-2 = Maximum moment bending (in-lbf) P = Uniform pressure as determined from load combinations described in Appendix R (psi)

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P-ext-2-2 = Vacuum limited by rafter type (psf) R-2 = Outer radius (in) R-Inner-2 = Inner radius (ft) Rafter-Weight-2 = (lb/ft) Sx-rafter-actual-2 = Actual elastic section modulus about the x axis (in^3) Sx-rafter-Req'd-2 = Required elastic section modulus about the x axis (in^3) Theta = Angle of cone to the horizontal (degrees) W-Max-rafter-2 = Maximum stress allowed for each rafter in ring (lbf/in) W-rafter-2 = (lbf/in) SPAN TO SHELL P = 0.2162 psi Rafter-Weight-2 = 22 lbf/ft Theta = 3.5763 degrees R-2 = 903 in R-Inner2 = 447 in Max-r-span-2 = (R-2 - R-Inner-2)/COS(Theta) Max-r-span-2 = (903 - 447)/COS(3.5763) Max-r-span-2 = 40.9261 ft Average-r-s-inner-2 = (2 * PI * R-Inner-2)/N-actual-2 Average-r-s-inner-2 = (2 * PI * 447)/80 Average-r-s-inner-2 = 2.9256 ft Average-r-s-shell-2 = (2 * PI * R-2)/N-actual-2 Average-r-s-shell-2 = (2 * PI * 903)/80 Average-r-s-shell-2 = 5.9101 ft Average-p-width-2 = (Average-r-s-inner-2 + Average-r-s-shell-2)/2 Average-p-width-2 = (2.9256 + 5.9101)/2 Average-p-width-2 = 4.4179 ft W-rafter-2 = (P * Average-p-width-2) + Rafter-Weight-2 W-rafter-2 = (0.2162 * 53.0148) + 1.8333 W-rafter-2 = 13.2954 lbf/in Mmax-rafter-2 = (W-rafter-2 * Max-r-span-2^2)/8 Mmax-rafter-2 = (13.2954 * 491.1132^2)/8 Mmax-rafter-2 = 400,844 in-lbf Sx-rafter-Req'd-2 = Mmax-rafter-2/Sd Sx-rafter-Req'd-2 = 400,844/23,200 Sx-rafter-Req'd-2 = 17.2778 in^3 Sx-actual-2 = 23.2 in^3 W-Max-rafter-2 = (Sx-rafter-actual-2 * Sd * 8)/Max-r-span-2^2) W-Max-rafter-2 = (23.2 * 23,200 * 8)/491.1132^2) W-Max-rafter-2 = 17.8526 lbf/in Max-P-2 = (W-Max-rafter-2 - Rafter-Weight-2)/Average-p-width-2 Max-P-2 = 0.3022 psi Max-T1-rafter-2 = Max-P-2 Max-T1-rafter-2 = 43.5168 psf

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P-ext-2-2 = Max-T1-rafter-2 - DL - (Fp * MAX(S , Lr)) P-ext-2-2 = 43.5168 - 7.6779 - (0.4 * MAX(0 , 20)) P-ext-2-2 = -27.8345 psf P2-rafter-3-2 = P-ext-2-2 P2-rafter-3-2 = -27.8345 psf Limited by rafter type GIRDER DESIGN Average-p-width-previous-2 = Average plate width (ft) C1-2 = (in) C2-2 = (in) F-Max-girder-2 = Maximum load allowed for each girder in ring (lbf) Girder-Length-2 = Girder length (ft) Girder-W-2 = Girder weight (lb) Girder-W-previous-2 = Girder weight (lb) Max-P-girder-2 = Load allowed for each rafter in ring (psi) Max-r-span/2-actual-2 = Average maximum rafter span (ft) Max-r-span/2-previous-2 = Average maximum rafter span previous (ft) Max-T1-girder-2 = Due to roof thickness (psf) Mmax-girder-2 = Maximum moment bending (in-lbf) N-columns-actual-2 = Actual number of columns N-columns-previous-2 = Previous number of columns N-previous-2 = Previous number of rafter Num-Gird-actual-2 = Actual Number of girders Num-Gird-Req-actual-2 = Required Number of girders Num-Gird-Req-previous-2 = Required Number of girders previous P-ext-4-2 = Vacuum limited by girder type (psi) Pa-girder-2-2 = Vacuum limited by girder type (psi) R-Inner-previous-2 = Inner radius (ft) R-previous-2 = Outer radius (ft) Sx-girder-actual-2 = Actual elastic section modulus about the x axis (in^3) Sx-girder-Req'd-2 = Required elastic section modulus about the x axis (in^3) W-girder-2 = Total load including weight of girder (lbf/in) W-Max-girder-2 = Maximum stress allowed for each girder in ring (lbf/in) W-rafter-actual-2 = (lbf/in) W-rafter-previous-2 = (lbf/in) W1-2 = Total rafter and roof load per girder length (lbf/in) Wi-2 = Load due to inner rafters and roof (lbf) Wo-2 = Load due to outer rafters and roof (lbf) Num-Gird-actual-2 = 8 N-columns-actual-2 = 8 Girder-Length-2 = 344.4151 ft Girder-W-2 = 50 lbf/ft Wi-2 = W-rafter-previous-2 * Max-r-span/2-previous-2 * (Num-of-Rafters-Previous-2 / Number-ofcolumns) Wi-2 = 9.2357 * 226.5 * (40 / 8) Wi-2 = 10,390.1988 lbf C2-2 = [(Radial-distance-next - Radial-distance-actual) / 2] * Num-Gird-Req-actual-2 C2-2 = [(900.0 - 450.0) / 2] * 10 C2-2 = 2250 in Wo-2 = W-rafter-actual-2 * C2-2 Wo-2 = 13.2954 * 2250

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Wo-2 = 29,914.7288 lbf W1-2 = (Wi-2 + Wo-2)/Girder-Length-2 W1-2 = (10,390.1988 + 29,914.7288)/344.4151 W1-2 = 117.0242 lbf/in W-girder-2 = W1-2 + Girder-W-2 W-girder-2 = 117.0242 + 4.1666 W-girder-2 = 121.1909 lbf/in Mmax-girder-2 = (W-girder-2 * Girder-Length-2^2)/8 Mmax-girder-2 = (121.1909 * 344.4151^2)/8 Mmax-girder-2 = 1,796,985 in-lbf Sx-girder-Req'd-2 = Mmax-girder-2/Sd Sx-girder-Req'd-2 = 1,796,985/23,200 Sx-girder-Req'd-2 = 77.4563 in^3 Sx-girder-actual-2 = 64.2 in^3 W-Max-girder-2 = (Sx-girder-actual-2 * Sd * 8)/Girder-Length-2^2 W-Max-girder-2 = (64.2 * 23,200 * 8)/344.4151^2 W-Max-girder-2 = 100.4497 lbf/in Let C1-2 = Max-r-span/2-previous-2 * Num-Gird-Req-previous-2 C1-2 = 226.5 * 5 C1-2 = 1125 in Let C2-2 = [(Radial-distance-next - Radial-distance-actual) / 2] * Num-Gird-Req-actual-2 C2-2 = [(900.0 - 450.0) / 2] * 10 C2-2 = 2250 in F-Max-girder-2 = (W-Max-girder-2 - Girder-W-2) * Girder-Length-2 F-Max-girder-2 = (100.4497 - 4.1666) * 344.4151 F-Max-girder-2 = 33,161.3307 lbf Solve for Max-P: Max-P-girder-2 = (F-Max-girder-2 - (Girder-W-2 * Girder-W-previous-2) - (C1-2 * Girder-W-2))/((C2-2 * Average-p-width-previous-2) + (C1-2 * Average-p-width-2)) Max-P-girder-2 = (33,161.3307 - (50 * 0) - (1125 * 50))/((2250 * 38.0918) + (1125 * 4.4179)) Max-P-girder-2 = 0.1664 psi COLUMN DESIGN A-actual-2 = Actual area of column (in^2) A-req-2 = Required area of column (in^2) C-length-2 = Column length (in) E-c = Modulus of elasticity of the column material (psi) Fa-2 = Allowable compressive stress per API-650 5.10.3.4 (psi) Fy-c = Allowable design stress (psi) Max-P-column-2 = Maximum Load allowed for each column in ring (psi) Max-T1-column-2 = Due to roof thickness (psf) P-c-2 = Total roof load supported by each column (lbf) P-ext-3-2 = Vacuum limited by column type (psf) Pa-column-3-2 = Vacuum limited by column type (psi) Pa-column-3-2 = Vacuum limited by column type (psi) R-c-2 = Per API-650 5.10.3.3

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Radius-Gyr-2 = Radius of gyration Radius-Gyr-req-2 = Radius of gyration required W-column-2 = Total weight of column (lbf) W-Max-column-2 = Maximum weight allowed for each column in ring (lbf) Wi-2 = Load due to inner rafters and roof (lbf) Wo-2 = Load due to outer rafters and roof (lbf) W1-2 = Total rafter and roof load per girder length (lbf/in) W-girder-2 = Total load including weight of girder (lbf/in) AT GIRDER RING OUTER Radius = 75.25 ft W-column-2 = 1,640.1602 lbf Fy-c = 35,000 psi E-c = 28,600,000.38 psi A-actual-2 = 11.9083 in^2 C-length-2 = 40.4587 ft Radius-Gyr-2 = 3.6717 in If C-length-2/Radius-Gyr-2 must be less than 180, then Radius-Gyr-req-2 = C-length-2/180 Radius-Gyr-req-2 = 40.4587/180 Radius-Gyr-req-2 = 2.6972 in Per API-650 5.10.3.3 R-c-2 = C-length-2/Radius-Gyr-2 R-c-2 = 40.4587/3.6717 R-c-2 = 132.2306 Rafter-L-2 = (- R-2 - R-Inner2)/COS(Theta) Rafter-L-2 = (- 898.8625 - 408.7058)/COS(3.5763) Rafter-L-2 = 491.1131 in Wi-2 = W-rafter-previous-2 * Max-r-span/2-previous-2 * (Num-of-Rafters-Previous-2 / Number-ofcolumns) Wi-2 = 9.2357 * 226.5 * (40 / 8) Wi-2 = 10,390.1988 lbf C2-2 = [(Radial-distance-next - Radial-distance-actual) / 2] * Num-Gird-Req-actual-2 C2-2 = [(900.0 - 450.0) / 2] * 10 C2-2 = 2250 in Wo-2 = W-rafter-actual-2 * C2-2 Wo-2 = 13.2954 * 2250 Wo-2 = 29,914.7288 lbf W1-2 = (Wi-2 + Wo-2)/Girder-Length-2 W1-2 = (10,390.1988 + 29,914.7288)/344.4151 W1-2 = 117.0242 lbf/in W-girder-2 = W1-2 + Girder-W-2 W-girder-2 = 117.0242 + 4.1666 W-girder-2 = 121.1909 lbf/in P-c-2 = W-column-2 + (W-girder-2 * Girder-Length-2) P-c-2 = 1,640.1602 + (121.1909 * 344.4151) P-c-2 = 43,380.1508 lbf

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Since R-c-2 > 120, using API-650 Formulas in 5.10.3.4 Fa-2 = (/ (* 12 (EXPT PI 2) E-c) (* 23 (EXPT R-c-2 2))) Fa-2 = (/ (* 12 (EXPT PI 2) 28,600,000.38) (* 23 (EXPT 132.2306 2))) Per API-650 M.3.5 Fa is not modified Since Design Temp. 120, using API-650 Formulas in 5.10.3.4 Fa-1 = (/ (* 12 (EXPT PI 2) E-c) (* 23 (EXPT R-c-1 2))) Fa-1 = (/ (* 12 (EXPT PI 2) 28,600,000.38) (* 23 (EXPT 142.776 2))) Per API-650 M.3.5 Fa is not modified Since Design Temp. = 0.19, otherwise must use ASME section VIII Div 1.) EFC = (D / tsmin)^0.75 * [(HtS / D) * (Fy-shell / E)^0.5] EFC = (150 / 0.3125)^0.75 * [(26.7369 / 150) * (36,000 / 28,799,999)^0.5] EFC = 0.6463 Since EFC >= 0.19 using App. V method. Condition 1: Wind plus specified external (Vacuum) pressure Since Pe > 5.2 & Pe F-wind Anchorage Requirement Tank does not require anchorage

Page: 36/54

Back SITE GROUND MOTION CALCULATIONS Anchorage_System (Anchorage System) = self anchored D (Nominal Tank Diameter) = 150 ft Fa (Site Acceleration Coefficient) = 1.6 Fv (Site Velocity Coefficient) = 2.4 H (Maximum Design Product Level) = 40 ft I (Importance Factor) = 1.0 K (Spectral Acceleration Adjustment Coefficient) = 1.5 Q (MCE to Design Level Scale Factor) = 0.6667 Rwc (Convective Force Reduction Factor) = 2 Rwi (Impulsive Force Reduction Factor) = 3.5 S1 (Spectral Response Acceleration at a Period of One Second) = 0.05 Seismic_Site_Class (Seismic Site Class) = seismic site class d Seismic_Use_Group (Seismic Use Group) = seismic use group i Ss (Spectral Response Acceleration Short Period) = 0.1 TL (Regional Dependent Transistion Period for Longer Period Ground Motion) = 12 sec Design Spectral Response Acceleration at Short Period API 650 Sections E.4.6.1 and E.2.2 SDS = Q * Fa * Ss = 0.6667 * 1.6 * 0.1 = 0.1067 Design Spectral Response Acceleration at a Period of One Second API 650 Sections E.4.6.1 and E.2.2 SD1 = Q * Fv * S1 = 0.6667 * 2.4 * 0.05 = 0.08 Sloshing Coefficient API 650 Section E.4.5.2 Ks = 0.578 / SQRT(TANH(((3.68 * Liq_max) / D))) = 0.578 / SQRT(TANH(((3.68 * 40) / 150))) = 0.6658 Convective Natural Period API 650 Section E.4.5.2 Tc = Ks * SQRT(D) = 0.6658 * SQRT(150) = 8.1544 sec Impulsive Design Response Spectrum Acceleration Coefficient API 650 Sections E.4.6.1 Ai = SDS * (I / Rwi) = 0.1067 * (1.0 / 3.5) = 0.0305 API 650 Sections E.4.6.1 Ai = MAX(Ai , 0.007) = MAX(0.0305 , 0.007) = 0.0305 Tc Ac = Convective spectral acceleration parameter Ai = Impulsive spectral acceleration parameter Av = Vertical Earthquake Acceleration Coefficient Ci = Coefficient for impulsive period of tank system (Fig. E-1) D/H = Ratio of Tank Diameter to Design Liquid Level Density = Density of tank product (SG * 62.42786) Fc = Allowable longitudinal shell-membrane compressive stress Fty = Minimum specified yield strength of shell course Fy = Minimum yield strength of bottom annulus Ge = Effective specific gravity including vertical seismic effects I = Importance factor defined by Seismic Use Group k = Coefficient to adjust spectral acceleration from 5% - 0.5% damping L = Required Annular Ring Width Ls = Actual Annular Plate Width Mrw = Ringwall moment-portion of the total overturning moment that acts at the base of the tank shell perimeter Ms = Slab moment (used for slab and pile cap design) Pa = Anchorage chair design load Pab = Anchor seismic design load Q = Scaling factor from the MCE to design level spectral accelerations RCG = Height from Top of Shell to Roof Center of Gravity Rwc = Force reduction factor for the convective mode using allowable stress design methods (Table E-4) Rwi = Force reduction factor for the impulsive mode using allowable stress design methods (Table E4) S0 = Design Spectral Response Param. (5% damped) for 0-second Periods (T = 0.0 sec) Sd1 = The design spectral response acceleration param. (5% damped) at 1 second based on ASCE7 methods per API 650 E.2.2 Sds = The design spectral response acceleration param. (5% damped) at short periods (T = 0.2 sec) based on ASCE7 methods per API 650 E.2.2 SigC = Maximum longitudinal shell compression stress SigC-anchored = Maximum longitudinal shell compression stress SUG = Seismic Use Group (Importance factors depends on SUG) T-L = Regional Dependent Transition Period for Long Period Ground Motion (Per ASCE 7-05, fig. 2215) ta = Actual Annular Plate Thickness less C.A. ts1 = Thickness of bottom Shell course minus C.A. tu = Equivalent uniform thickness of tank shell V = Total design base shear Vc = Design base shear due to convective component from effective sloshing weight Vi = Design base shear due to impulsive component from effective weight of tank and contents wa = Force resisting uplift in annular region Wab = Design uplift load on anchor per unit circumferential length Wc = Effective Convective (Sloshing) Portion of the Liquid Weight Weff = Effective Weight Contributing to Seismic Response Wf = Weight of Floor (Incl. Annular Ring) Wi = Effective Impulsive Portion of the Liquid Weight wint = Uplift load due to design pressure acting at base of shell Wp = Total weight of Tank Contents based on S.G. Wr = Weight Fixed Roof, framing and 10 % of Design Snow Load & Insul. Wrs = Roof Load Acting on Shell, Including 10% of Snow Load Ws = Weight of Shell (Incl. Shell Stiffeners & Insul.) wt = Shell and roof weight acting at base of shell Xc = Height to center of action of the lateral seismic force related to the convective liquid force for ringwall moment Xcs = Height to center of action of the lateral seismic force related to the convective liquid force for the slab moment

Page: 38/54

Xi = Height to center of action of the lateral seismic force related to the impulsive liquid force for ringwall moment Xis = Height to center of action of the lateral seismic force related to the impulsive liquid force for the slab moment Xr = Height from Bottom of Shell to Roof Center of Gravity Xs = Height from Bottom to the Shell's Center of Gravity WEIGHTS Ws = 347,769 lb Wf = 175,798 lb Wr = 135,679 lb EFFECTIVE WEIGHT OF PRODUCT D/H = 3.75 Wp = 44,127,682 lbf Wi = TANH (0.866 * D/H) / (0.866 * D/H) * Wp Wi = TANH (0.866 * 3.75) / (0.866 * 3.75) * 44,127,682 Wi = 13,547,200 lbf Wc = 0.23 * D/H * TANH (3.67 * H/D) * Wp Wc = 0.23 * 3.75 * TANH (3.67 * 0.2667) * 44,127,682 Wc = 28,639,793 lbf Weff = Wi + Wc Weff = 13,547,200 + 28,639,793 Weff = 42,186,992.9182 lbf Wrs = 59,253 lbf DESIGN LOADS Vi = Ai * (Ws + Wr + Wf + Wi) Vi = 0.0305 * (347,769 + 135,679 + 175,798 + 13,547,200) Vi = 433,297 lbf Vc = Ac * Wc Vc = 0.0074 * 28,639,793 Vc = 211,934 lbf V = SQRT (Vi^2 + Vc^2) V = SQRT (433,297^2 + 211,934^2) V = 482,350.6725 lbf CENTER OF ACTION FOR EFFECTIVE LATERAL FORCES Xs = 20 ft RCG = 1/3 * R * (TAND (Theta)) RCG = 1/3 * 900.8125 * (TAND (3.5763)) RCG = 18.7669 in or 1.5639 ft Xr = Shell Height + RCG Xr = 40 + 1.5639 Xr = 41.5639 ft

Page: 39/54

CENTER OF ACTION FOR RINGWALL OVERTURNING MOMENT Xi = 0.375 * H Xi = 0.375 * 40 Xi = 15 ft Xc = (1 - (COSH (3.67 * H/D) - 1) / ((3.67 * H/D) * SINH (3.67 * H/D))) * H Xc = (1 - (COSH (3.67 * 0.2667) - 1) / ((3.67 * 0.2667) * SINH (3.67 * 0.2667))) * 40 Xc = 21.4569 ft CENTER OF ACTION FOR SLAB OVERTURNING MOMENT Xis = 0.375 * [1 + 1.333 * [(0.866 * D/H) / TANH (0.866 * D/H) - 1]] * H) Xis = 0.375 * [1 + 1.333 * [(0.866 * 3.75) / TANH (0.866 * 3.75) - 1]] * 40) Xis = 60.1353 ft Xcs = (1 - (COSH (3.67 * H/D) - 1.937) / ((3.67 * H/D) * SINH(3.67 * H/D))) * H Xcs = (1 - (COSH (3.67 * 0.2667) - 1.937) / ((3.67 * 0.2667) * SINH(3.67 * 0.2667))) * 40 Xcs = 54.9759 ft Dynamic Liquid Hoop Forces

SHELL

Width Y (ft) (ft)

Ni (lb/in) = 4.5 * Ai * G * D * H * [(Y / H) - (0.5 * (Y / H)^2)] * (TANH (0.866 * (D / H)))

SUMMARY

Nc (lb/in)

Nh (lb/in)

= 0.98 * Ac * G * D^2 * (COSH (3.68 * (H - Y)) / = 2.6 * Y D) / (COSH (3.68 * H / * D * G D))

SigT+ (lbf/in^2)

SigT- (lbf/in^2)

= (+ Nh (SQRT (Ni^2 = (- Nh (SQRT (Ni^2 + + Nc^2 + (Av * Nh / Nc^2 + (Av * Nh / 2.5)^2))) / t-n 2.5)^2))) / t-n

Shell 1

8 39

410.251

107.2813

15,210

20,974.888

19,585.1119

Shell 2

8 31

389.7256

109.874

12,090

22,330.889

20,655.7776

Shell 3

8 23

336.3596

116.7128

8,970

29,978.7375

27,429.2624

Shell 4

8 15

250.153

128.0618

5,850

19,693.537

17,746.4629

131.1058

144.3597

2,730

9,383.8386

8,088.1613

Shell 5

7.75

7

Overturning Moment Mrw = ((Ai * (Wi * Xi + Ws * Xs + Wr * Xr))^2 + (Ac * Wc * Xc)^2)^0.5 Mrw = ((0.0305 * (13,547,200 * 15 + 347,769 * 20 + 135,679 * 41.5639))^2 + (0.0074 * 28,639,793 * 21.4569)^2)^0.5 Mrw = 8,000,120.4084 lbf-ft Ms = ((Ai * (Wi * Xis + Ws * Xs + Wr * Xr))^2 + (Ac * Wc * Xcs)^2)^0.5 Ms = ((0.0305 * (13,547,200 * 60.1353 + 347,769 * 20 + 135,679 * 41.5639))^2 + (0.0074 * 28,639,793 * 54.9759)^2)^0.5 Ms = 27,791,667.4683 lbf-ft RESISTANCE TO DESIGN LOADS Fy = 36,000 psi Ge = S.G. * (1- 0.4 * Av) Ge = 1 * (1- 0.4 * 0.0498) Ge = 0.9801 wa = MIN (7.9 * ta * (Fy * H * Ge)^0.5 , 1.28 * H * D * Ge)

Page: 40/54

wa = MIN (7.9 * 0.375 * (36,000 * 40 * 0.9801)^0.5) , 1.28 * 40 * 150 * 0.9801) wa = MIN ( 3,519.414 , 7,527.0144) wa = 3,519.414 lbf/ft wt = (Wrs + Ws) / (Pi * D) wt = (59,253 + 347,769) / (3.1416 * 150) wt = 863.7276 lbf/ft wint = P * 144 * (Pi * D^2 / 4) / (Pi * D) wint = 0.1 * 144 * (3.1416 * 150^2 / 4) / (3.1416 * 150) wint = 540 lbf/ft Annular Ring Requirements L = MIN (0.035 * D , MAX (1.5 , 0.216 * ta * (Fy / (H * Ge))^0.5)) L = MIN (0.035 * 150 , MAX (1.5 , 0.216 * 0.375 * (36,000 / (40 * 0.9801))^0.5)) L = MIN (5.25 , MAX (1.5 , 2.4546)) L = 2.4546 ft Ls = 2.5 ft Since Ls > L.

Anchorage Ratio J = Mrw / (D^2 * [wt * (1 - 0.4 * Av)] + wa - 0.4 * wint J = 8,000,120.4084 / (150^2 * [863.7276 * (1 - 0.4 * 0.0498)] + 3,519.414 - 0.4 * 540 J = 0.0857 Since J = 1,000,000 Since [1 * 40 * 150^2 / 0.75^2] >= 1,000,000 Since 1.6E6 >= 1,000,000 Then Fc = 10^6 * ts1 / D Fc = 10^6 * ts1 / D Fc = 10^6 * 0.75 / 150 Fc = 5,000 lbf/in^2 SigC