API 650 Output

AMETANK REPORT

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

No Warnings!!

SUMMARY OF DESIGN DATA AND REMARKS Back

Job : 2014-4-7-14-46 Date of Calcs. : 07-Apr-2014 Mfg. or Insp. Date : Designer : Gabraham Project : Tag Number : Plant : PURCHASER DESCRIPTION CITY AND STATE Plant Location : American Falls, ID Site : Magnida Design Basis : API-650 12th Edition, March 2013

TANK NAMEPLATE INFORMATION

Design Internal Pressure = 0 psi or 0 inh2o

Design External Pressure = -0 psi or -0 inh2o

MAWP = 0.0013 psi or 0.0374 inh2o MAWV = -0.0919 psi or -2.5428 inh2o

D of Tank = 128 ft OD of Tank = 128.0786 ft ID of Tank = 127.9214 ft CL of Tank = 128 ft Shell Height = 61 ft S.G of Contents = 1 Max Liq. Level = 58 ft Min Liq. Level = 0 ft Design Temperature = 150 ºF Tank Joint Efficiency = 1 Ground Snow Load = 20 psf Roof Live Load = 20 psf Additional Roof Dead Load = 0 psf Basic Wind Velocity = 93.6 mph Wind Importance Factor = 1

Using Seismic Method: API-650 - ASCE7 Mapped(Ss & S1)

DESIGNER REMARKS

Remarks or Comments

SUMMARY OF SHELL RESULTS

Shell #

Width (in)

Material

1

121.5

A36-MOD

2

121.5

A36-MOD

3

121.5

A36

4

121.5

A36

5

121.5

A36

6

121.5

A36

Total Weight of Shell = 593,353.6108 lbf

CONE ROOF

Plates Material = A36 Struct. Material = A106-B t.required = 0.3055 in t.actual = 0.3055 in Roof Joint Efficiency = 1 Plates Overlap Weight = 2,541.5073 lbf Plates Weight = 160,960.2235 lbf

RAFTERS:

Qty 30 60

Rafters Total Weight = 47,554.6943 lbf

GIRDERS:

Qty 5

Girders Total Weight = 16,360.6121 lbf

COLUMNS:

Qty 1 5

Columns Total Weight = 18,283.9537 lbf

Bottom Type : Flat Bottom Non Annular

Bottom Material = A36 t.required = 0.361 in t.actual = 0.361 in Bottom Joint Efficiency = 1 Total Weight of Bottom = 190,728.9585 lbf

TOP END STIFFENER : Detail D

Size = L 3" X 3" X 3/8" Material = A36 Weight = 7,047.3253 lbf

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 actual participating area (psi) 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)

Roof Design Per API-650

Note: Tank Pressure Combination Factor Fp = 0.4

D = 128 ft ID = 127.9214 ft CA = 0.118 in R = 64.0547 ft Fp = 0.4

JEr = 1 JEs = 1 JEst = 1 Insulation = 0 ft Add-DL = 0 psf Lr = 20 psf S = 20 psf Sb = 16.8 psf Su = 16.8 psf density = 0.2833 lbf/in3 P-weight = 12.5086 Psf Pe = 0 psf pt = 0.75 in rise per 12 in t-actual = 0.3055 in Fy-roof = 36,000 psi Fy-shell = 36,000 psi Fy-stiff = 36,000 psi Shell-wc = 468,866.7229 lbf Roof-wc = 98,789.0078 lbf P-Std = 2.5 psi, Per API-650 F.1.3 t-1 = 0.3125 in CA-1 = 0.125 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 = 128^2 * TAN(3.5763)/4 Ap-Vert = 256 ft^2

Horizontal Projected Area of Roof per API-650 5.2.1.f

Xw = D * 0.5 Xw = 128 * 0.5 Xw = 64 ft

Ap = PI * (D/2)^2 Ap = PI * (128/2)^2 Ap = 12,867.9635 ft^2

DL = Insulation + P-weight + Add-DL DL = 0 + 12.5086 + 0 DL = 12.5086 psf

Roof Loads per API-650 5.2.2

e.1b = DL + MAX(Sb , Lr) + (0.4 * Pe) e.1b = 12.5086 + MAX(16.8 , 20) + (0.4 * 0)

e.1b = 32.5086 psf

e.2b = DL + Pe + (0.4 * MAX(Sb , Lr)) e.2b = 12.5086 + 0 + (0.4 * MAX(16.8 , 20)) e.2b = 20.5086 psf

T = MAX(e.1b , e.2b) T = MAX(32.5086 , 20.5086) T = 32.5086 psf

e.1u = DL + MAX(Su , Lr) + (0.4 * Pe) e.1u = 12.5086 + MAX(16.8 , 20) + (0.4 * 0) e.1u = 32.5086 psf

e.2u = DL + Pe + (0.4 * MAX(Su , Lr)) e.2u = 12.5086 + 0 + (0.4 * MAX(16.8 , 20)) e.2u = 20.5086 psf

U = MAX(e.1u , e.2u) U = MAX(32.5086 , 20.5086) U = 32.5086 psf

Lr-1 = MAX(T , U) Lr-1 = MAX(32.5086 , 32.5086) Lr-1 = 32.5086 psf

Ra = PI * R * SQRT(R^2 + hr^2) Ra = PI * 64.0547 * SQRT(64.0547^2 + 4.0034^2) Ra = 1,859,776.5926 in^2 or 12915 ft^2

Roof Plates Weight = density * Ra * t-actual Roof Plates Weight = 0.2833 * 1,859,776.5926 * 0.3055 Roof plates Weight = 160,960.2235 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

P = Lr-1 P = 0.2258 psi

R-2 = 766.5944 in

l = MIN(((t-Roof - CA-Roof) * SQRT((1.5 * Fy-Roof)/P)) , 84) l = MIN(((0.3055 - 0.118) * SQRT((1.5 * 36,000) / 0.2258)) , 84) l = 84 in

N-min-2 = (2 * PI * R-2)/l N-min-2 = (2 * PI * 766.5944)/84 N-min-2 = 58

N-min-2 must be a multiple of 5, therefore N-min-2 = 60.

N-actual-2 = 60

l-actual-2 = (2 * PI * R-2)/N-actual-2 l-actual-2 = (2 * PI * 766.5944)/60 l-actual-2 = 80.2776 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 = 80.2776/SQRT((1.5 * 36,000)/0.2258) + 0.118 t-calc-2 = 0.2821 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)/(80.2776/(0.3055 - 0.118))^2 RLoad-Max-2 = 42.42 psf

Max-T1-2 = RLoad-Max-2 Max-T1-2 = 42.42 psf

P-ext-1-2 = Max-T1-2 - DL - (0.4 * MAX(Sb , Lr)) P-ext-1-2 = 42.42 - 12.5086 - (0.4 * MAX(16.8 , 20)) P-ext-1-2 = -21.9114 psf

Pa-rafter-3-2 = P-ext-1-2 Pa-rafter-3-2 = -21.9114 psf

t-required-2 = MAX(0.2821 , (0.1875 + 0.118)) t-required-2 = 0.3055 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) P-ext-2-2 = Vacuum limited by rafter type (psi) 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 = 0.2258 psi Rafter-Weight-2 = 16 lbf/ft Theta = 3.5763 degrees R-2 = 766.5944 in R-Inner2 = 301.5368 in

Max-r-span-2 = (R-2 - R-Inner-2)/COS(Theta) Max-r-span-2 = (766.5944 - 301.5368)/COS(3.5763) Max-r-span-2 = 38.8304 ft

Average-r-s-inner-2 = (2 * PI * R-Inner-2)/N-actual-2 Average-r-s-inner-2 = (2 * PI * 301.5368)/60 Average-r-s-inner-2 = 2.6314 ft

Average-r-s-shell-2 = (2 * PI * R-2)/N-actual-2 Average-r-s-shell-2 = (2 * PI * 766.5944)/60 Average-r-s-shell-2 = 6.6898 ft

Average-p-width-2 = (Average-r-s-inner-2 + Average-r-s-shell-2)/2 Average-p-width-2 = (2.6314 + 6.6898)/2 Average-p-width-2 = 4.6606 ft

W-rafter-2 = (P * Average-p-width-2) + Rafter-Weight-2 W-rafter-2 = (0.2258 * 55.9272) + 1.3333 W-rafter-2 = 13.9591 lbf/in

Mmax-rafter-2 = (W-rafter-2 * Max-r-span-2^2)/8 Mmax-rafter-2 = (13.9591 * 465.9648^2)/8 Mmax-rafter-2 = 378,857 in-lbf

Sx-rafter-Req'd-2 = Mmax-rafter-2/Sd Sx-rafter-Req'd-2 = 378,857/23,200 Sx-rafter-Req'd-2 = 16.33 in^3

Sx-actual-2 = 17.1 in^3

W-Max-rafter-2 = (Sx-rafter-actual-2 * Sd * 8)/Max-r-span-2^2) W-Max-rafter-2 = (17.1 * 23,200 * 8)/465.9648^2) W-Max-rafter-2 = 14.6173 lbf/in

Max-P-2 = (W-Max-rafter-2 - Rafter-Weight-2)/Average-p-width-2 Max-P-2 = 0.2375 psi

Max-T1-rafter-2 = Max-P-2 Max-T1-rafter-2 = 34.2 psf

P-ext-2-2 = Max-T1-rafter-2 - DL - (Fp * MAX(S , Lr)) P-ext-2-2 = 34.2 - 12.5086 - (0.4 * MAX(20 , 20)) P-ext-2-2 = -13.6947 psf

P2-rafter-3-2 = P-ext-2-2 P2-rafter-3-2 = -13.6947 psf

Limited by rafter type

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 (psi) 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 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 = 63.8829 ft

W-column-2 = 3,022.5077 lbf Fy-c = 35,000 psi E-c = 28,600,000.38 psi A-actual-2 = 14.579 in^2 C-length-2 = 60.9274 ft Radius-Gyr-2 = 4.3752 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 = 60.9274/180 Radius-Gyr-req-2 = 4.0618 in

Per API-650 5.10.3.3

R-c-2 = C-length-2/Radius-Gyr-2 R-c-2 = 60.9274/4.3752 R-c-2 = 167.1069

Rafter-L-2 = (- R-2 - R-Inner2)/COS(Theta) Rafter-L-2 = (- 766.5944 - 301.5368)/COS(3.5763) Rafter-L-2 = 465.965 in

Wi-2 = W-rafter-previous-2 * Max-r-span/2-previous-2 * (Num-of-Rafters-Previous-2 / Number-of-columns)

Wi-2 = 10.0763 * 191.9609 * (30 / 5) Wi-2 = 11,605.498 lbf

C2-2 = [(Radial-distance-next - Radial-distance-actual) / 2] * Num-Gird-Req-actual-2 C2-2 = [(767.8437499999999 - 383.92187499999994) / 2] * 12 C2-2 = 2303.5312 in

Wo-2 = W-rafter-actual-2 * C2-2 Wo-2 = 13.9591 * 2303.5312 Wo-2 = 32,155.3069 lbf

W1-2 = (Wi-2 + Wo-2)/Girder-Length-2 W1-2 = (11,605.498 + 32,155.3069)/451.3272 W1-2 = 96.9602 lbf/in

W-girder-2 = W1-2 + Girder-W-2 W-girder-2 = 96.9602 + 7.25 W-girder-2 = 104.2103 lbf/in

P-c-2 = W-column-2 + (W-girder-2 * Girder-Length-2) P-c-2 = 3,022.5077 + (104.2103 * 451.3272) P-c-2 = 50,055.4352 lbf

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 167.1069 2)))

Per API-650 M.3.5 Fa is not modified Since Design Temp. <= 200 ºF. (API-650 M.3.5 N.A.)

Fa-2 = 6,898.7853 psi

A-req-2 = P-c-2/Fa-2 A-req-2 = 50,055.4352/6,898.7853 A-req-2 = 7.2557 in^2

W-Max-column-2 = (Fa-2 * A-actual-2) - W-column-2

W-Max-column-2 = (6,898.7853 * 14.579) - 3,022.5077 W-Max-column-2 = 97,554.5627 lbf

Max-P-column-2 = ((W-Max-column-2/((Rafter-L-2 * N-actual-2)/2)) - Rafter-Weight-2)/(AVERAGE Average-r-s-inner-2 , Average-r-s-shell-2) Max-P-column-2 = ((97,554.5627/((465.965 * 60)/2)) - 16)/(AVERAGE 2.6314 , 6.6898) Max-P-column-2 = 0.407 psi

Max-T1-column-2 = Max-P-column-2 Max-T1-column-2 = 58.608 psf

P-ext-3-2 = Max-T1-column-2 - DL - (Fp * MAX(S , Lr)) P-ext-3-2 = 58.608 - 12.5086 - (0.4 * MAX(20 , 20)) P-ext-3-2 = -38.0954 psf

Pa-column-3-2 = P-ext-3-2 Pa-column-3-2 = -38.0954 psf

Limited by column type

BAY 1 DETAILS

MINIMUM # OF RAFTERS

l = Maximum rafter spacing per API-650 5.10.4.4 (in) l-actual-1 = Actual rafter spacing (in) Max-T1-1 = Due to roof thickness (psf)

N-actual-1 = Actual number of rafter N-min-1 = Minimum number of rafter P = Uniform pressure as determined from load combinations described in Appendix R (psi) P-ext-1-1 = Due to roof thickness vacuum limited by actual rafter spacing (psf) R-1 = Outer radius (in) RLoad-Max-1 = Maximun roof load based on actual rafter spacing (psf) t-calc-1 = Minimum roof thickness based on actual rafter spacing (in)

FOR GIRDER RING OUTER Radius = 31.9935 ft

# of Girders (N) = 5

P = Lr-1 P = 0.2258 psi

R-1 = 383.9219 in

l = MIN(((t-Roof - CA-Roof) * SQRT((1.5 * Fy-Roof)/P)) , 84) l = MIN(((0.3055 - 0.118) * SQRT((1.5 * 36,000) / 0.2258)) , 84) l = 84 in

N-min-1 = (2 * PI * R-1)/l N-min-1 = (2 * PI * 383.9219)/84 N-min-1 = 29

N-min-1 must be a multiple of 5, therefore N-min-1 = 30.

N-actual-1 = 30

l-actual-1 = (2 * PI * R-1)/N-actual-1 l-actual-1 = (2 * PI * 383.9219)/30 l-actual-1 = 80.4084 in

Minimum roof thickness based on actual rafter spacing

t-calc-1 = l-actual-1/SQRT((1.5 * Fy-Roof)/P) + CA-Roof t-calc-1 = 80.4084/SQRT((1.5 * 36,000)/0.2258) + 0.118 t-calc-1 = 0.2824 in

NOTE: Governs for roof plate thickness.

RLoad-Max-1 = (1.5 * Fy-Roof)/(l-actual-1/(t-Roof - CA-Roof))^2 RLoad-Max-1 = (1.5 * 36,000)/(80.4084/(0.3055 - 0.118))^2 RLoad-Max-1 = 42.282 psf

Max-T1-1 = RLoad-Max-1 Max-T1-1 = 42.282 psf

P-ext-1-1 = Max-T1-1 - DL - (0.4 * MAX(Sb , Lr)) P-ext-1-1 = 42.282 - 12.5086 - (0.4 * MAX(16.8 , 20)) P-ext-1-1 = -21.7734 psf

Pa-rafter-3-1 = P-ext-1-1

Pa-rafter-3-1 = -21.7734 psf

t-required-1 = MAX(0.2824 , (0.1875 + 0.118)) t-required-1 = 0.3055 in

RAFTER DESIGN

Average-p-width-1 = Average plate width (ft) Average-r-s-inner-1 = Average rafter spacing on inner girder (ft) Average-r-s-shell-1 = Average rafter spacing on shell (ft) Max-P-1 = Load allowed for each rafter in ring (psi) Max-r-span-1 = Maximum rafter span (ft) Max-T1-rafter-1 = Due to roof thickness (psf) Mmax-rafter-1 = Maximum moment bending (in-lbf) P = Uniform pressure as determined from load combinations described in Appendix R (psi) P-ext-2-1 = Vacuum limited by rafter type (psi) R-1 = Outer radius (in) R-Inner-1 = Inner radius (ft) Rafter-Weight-1 = (lb/ft) Sx-rafter-actual-1 = Actual elastic section modulus about the x axis (in^3) Sx-rafter-Req'd-1 = Required elastic section modulus about the x axis (in^3) Theta = Angle of cone to the horizontal (degrees) W-Max-rafter-1 = Maximum stress allowed for each rafter in ring (lbf/in) W-rafter-1 = (lbf/in)

SPAN TO GIRDER RING OUTER Radius = 31.9935 ft

P = 0.2258 psi Rafter-Weight-1 = 12 lbf/ft Theta = 3.5763 degrees R-1 = 383.9219 in R-Inner1 = 0 in

Max-r-span-1 = [R-1 /COS(Theta)] + rafter-to-next-column-distance - [(cap-plate-outer-diameter / 2) / COS(Theta)] + rafter-length-in-cover-plate Max-r-span-1 = [383.9219 /COS(3.5763)] + 3 - [(96 / 2) / COS(3.5763)] + 3.0059 Max-r-span-1 = 28.5486 ft

Average-r-s-shell-1 = (2 * PI * R-1)/N-actual-1 Average-r-s-shell-1 = (2 * PI * 383.9219)/30 Average-r-s-shell-1 = 6.7007 ft

Average-p-width-1 = (Average-r-s-inner-1 + Average-r-s-shell-1)/2 Average-p-width-1 = (0 + 6.7007)/2 Average-p-width-1 = 3.3504 ft

W-rafter-1 = (P * Average-p-width-1) + Rafter-Weight-1 W-rafter-1 = (0.2258 * 40.2048) + 1 W-rafter-1 = 10.0762 lbf/in

Mmax-rafter-1 = (W-rafter-1 * Max-r-span-1^2)/8 Mmax-rafter-1 = (10.0762 * 342.5832^2)/8 Mmax-rafter-1 = 147,823 in-lbf

Sx-rafter-Req'd-1 = Mmax-rafter-1/Sd Sx-rafter-Req'd-1 = 147,823/23,200 Sx-rafter-Req'd-1 = 6.3717 in^3

Sx-actual-1 = 10.9 in^3

W-Max-rafter-1 = (Sx-rafter-actual-1 * Sd * 8)/Max-r-span-1^2) W-Max-rafter-1 = (10.9 * 23,200 * 8)/342.5832^2) W-Max-rafter-1 = 17.2374 lbf/in

Max-P-1 = (W-Max-rafter-1 - Rafter-Weight-1)/Average-p-width-1 Max-P-1 = 0.4039 psi

Max-T1-rafter-1 = Max-P-1 Max-T1-rafter-1 = 58.1616 psf

P-ext-2-1 = Max-T1-rafter-1 - DL - (Fp * MAX(S , Lr)) P-ext-2-1 = 58.1616 - 12.5086 - (0.4 * MAX(20 , 20)) P-ext-2-1 = -37.6492 psf

P2-rafter-3-1 = P-ext-2-1 P2-rafter-3-1 = -37.6492 psf

Limited by rafter type

GIRDER DESIGN

NOT REQUIRED FOR CENTER COLUMN

CENTER COLUMN

A-actual-1 = Actual area of column (in^2) A-req-1 = Required area of column (in^2) C-length-1 = Column length (in) E-c = Modulus of elasticity of the column material (psi) Fa-1 = Allowable compressive stress per API-650 5.10.3.4 (psi) Fy-c = Allowable design stress (psi) Max-P-column-1 = Maximum Load allowed for each column in ring (psi) Max-T1-column-1 = Due to roof thickness (psf) P-c-1 = Total roof load supported by each column (lbf) P-ext-3-1 = Vacuum limited by column type (psi) Pa-column-3-1 = Vacuum limited by column type (psi) Pa-column-3-1 = Vacuum limited by column type (psi) R-c-1 = Per API-650 5.10.3.3 Radius-Gyr-1 = Radius of gyration Radius-Gyr-req-1 = Radius of gyration required W-column-1 = Total weight of column (lbf) W-Max-column-1 = Maximum weight allowed for each column in ring (lbf)

W-column-1 = 3,171.4148 lbf Fy-c = 35,000 psi

E-c = 28,600,000.38 psi A-actual-1 = 14.579 in^2 C-length-1 = 63.9291 ft Radius-Gyr-1 = 4.3752 in

If C-length-1/Radius-Gyr-1 must be less than 180, then

Radius-Gyr-req-1 = C-length-1/180 Radius-Gyr-req-1 = 63.9291/180 Radius-Gyr-req-1 = 4.2619 in

Per API-650 5.10.3.3

R-c-1 = C-length-1/Radius-Gyr-1 R-c-1 = 63.9291/4.3752 R-c-1 = 175.3396

Rafter-L-1 = (- R-1 - R-Inner1)/COS(Theta) Rafter-L-1 = (- 383.9219 - 0)/COS(3.5763) Rafter-L-1 = 342.5832 in

P-c-1 = W-column-1 + (Rafter-L-1 * W-rafter-1 * N-actual-1)/2 P-c-1 = 3,171.4148 + (342.5832 * 10.0762 * 30)/2 P-c-1 = 54,950.81 lbf

Since R-c-1 > 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 175.3396 2)))

Per API-650 M.3.5 Fa is not modified Since Design Temp. <= 200 ºF. (API-650 M.3.5 N.A.)

Fa-1 = 6,622.7686 psi

A-req-1 = P-c-1/Fa-1 A-req-1 = 54,950.81/6,622.7686 A-req-1 = 8.2973 in^2

W-Max-column-1 = (Fa-1 * A-actual-1) - W-column-1 W-Max-column-1 = (6,622.7686 * 14.579) - 3,171.4148 W-Max-column-1 = 93,381.6212 lbf

Max-P-column-1 = ((W-Max-column-1/((Rafter-L-1 * N-actual-1)/2)) - Rafter-Weight-1)/(AVERAGE Average-r-s-inner-1 , Average-r-s-shell-1) Max-P-column-1 = ((93,381.6212/((342.5832 * 30)/2)) - 12)/(AVERAGE 0 , 6.7007) Max-P-column-1 = 0.4271 psi

Max-T1-column-1 = Max-P-column-1 Max-T1-column-1 = 61.5024 psf

P-ext-3-1 = Max-T1-column-1 - DL - (Fp * MAX(S , Lr))

P-ext-3-1 = 61.5024 - 12.5086 - (0.4 * MAX(20 , 20)) P-ext-3-1 = -40.9968 psf

Pa-column-3-1 = P-ext-3-1 Pa-column-3-1 = -40.9968 psf

Limited by column type

P-max-ext-T = MAX(P-ext-1 , P-ext-2) P-max-ext-T = MAX(0 , 0) P-max-ext-T = 0 psi

Top member design calculations CA_roof (Thickness of roof plate) = 0.118 in CA_shell (Thickness of shell plate) = 0.125 in D (Shell nominal diameter) = 128.0 ft ID (Shell inside diameter) = 127.974 ft Theta angle (Angle between the roof and a horizontal plane at the roof-to-shell junction) = 3.5763 deg tc (Thickness of shell plate) = 0.3125 in th (Thickness of roof plate) = 0.3055 in

Shell inside radius Rc = ID / 2 = 1535.6875 / 2 = 767.8438 in

Length of normal to roof R2 = Rc / SIN(Theta angle) = 767.8438 / SIN(3.5763) = 12309.4717 in

Thickness of corroded roof plate th_corroded = th - CA_roof = 0.3055 - 0.118 = 0.1875 in

Thickness of corroded shell plate tc_corroded = tc - CA_shell = 0.3125 - 0.125 = 0.1875 in

Maximum width of participating roof API-650 Figure F-2 Wh = MIN((0.3 * SQRT((R2 * th_corroded))) , 12) Wh = MIN((0.3 * SQRT((12309.4717 * 0.1875))) , 12) Wh = 12 in

Maximum width of participating shell API-650 Figure F-2 Wc = 0.6 * SQRT((Rc * tc_corroded)) Wc = 0.6 * SQRT((767.8438 * 0.1875)) Wc = 7.1993 in

Compression ring detail d properties

ID (Shell inside diameter) = 127.974 ft Size (Compression ring size) = l3x3x3/8 Wc (Length of contributing shell) = 7.1993 in Wh (Length of contributing roof) = 12 in tc (Thickness of shell plate) = 0.1875 in th (Thickness of roof plate) = 0.1875 in

Angle vertical leg size (l_vert) = 3.0 in Angle horizontal leg size (l_horz) = 3.0 in

Angle thickness (t_angle) = 0.375 in Angle area (A_angle) = 2.11 in^2 Angle centroid (c_angle) = 0.884 in Angle moment of inertia (I_angle) = 1.75 in^4

Length of contributing shell reduced wc_reduced = Wc - l_vert = 7.1993 - 3.0 = 4.1993 in

Contributing shell moment of inertia I_shell = (wc_reduced * (tc_corroded^3)) / 12 I_shell = (4.1993 * (0.1875^3)) / 12 I_shell = 0.0023 in^4

Contributing shell area A_shell = wc_reduced * tc_corroded = 4.1993 * 0.1875 = 0.7874 in^2

Contributing roof area A_roof = Wh * th_corroded = 12 * 0.1875 = 2.25 in^2

Detail total area A_detail = A_shell + A_roof + A_angle = 0.7874 + 2.25 + 2.11 = 5.1474 in^2

Find combined moment of inertia about shell inside axis (common axis) with negative value toward center

Distance from common axis to shell centroid d_shell = tc_corroded / 2 = 0.1875 / 2 = 0.0938 in

Distance from common axis to stiffener centroid

d_stiff = c_angle = 0.884 = 0.884 in

moment of inertia of first body about common axis I_1_common = I_angle + (A_angle * (d_stiff^2)) I_1_common = 1.75 + (2.11 * (0.884^2)) I_1_common = 3.3989 in^4

moment of inertia of second body about common axis I_2_common = I_shell + (A_shell * (d_shell^2)) I_2_common = 0.0023 + (0.7874 * (0.0938^2)) I_2_common = 0.0092 in^4

Total area A_sum = A_angle + A_shell = 2.11 + 0.7874 = 2.8974 in^2

Sum of moments of inertia I_sum = I_1_common + I_2_common = 3.3989 + 0.0092 = 3.4081 in^4

Combined centroid c_combined = ((d_stiff * A_angle) + (d_shell * A_shell)) / (A_angle + A_shell) c_combined = ((0.884 * 2.11) + (0.0938 * 0.7874)) / (2.11 + 0.7874) c_combined = 0.6692 in

Combined moment of inertia I_combined = I_sum - (A_sum * (c_combined^2)) I_combined = 3.4081 - (2.8974 * (0.6692^2)) I_combined = 2.1104 in^4

Distance from neutral axis to edge 1 (inside) e1 = l_horz - c_combined = 3.0 - 0.6692 = 2.3308 in

Distance from neutral axis to edge 2 (outside) e2 = l_horz - e1 = 3.0 - 2.3308 = 0.6692 in

Combined stiffener shell elastic section modulus S = I_combined / MAX(e1 , e2) = 2.1104 / MAX(2.3308 , 0.6692) = 0.9055 in^3

Appendix F top member requirements

A_actual (Area resisting compressive force) = 5.1474 in^2 D (Tank nominal diameter) = 128.0 ft Fy (Minimum specified yield-strength of the materials in the roof-to-shell junction) = 36000 psi ID (Tank inside diameter) = 127.974 ft Mw (Wind moment) = 1.76393910508E7 ft.lbf P (Design pressure) = 0.0 psi Theta angle (Angle between the roof and a horizontal plane at the roof-to-shell junction) = 3.5763 deg W_framing (Weight of framing supported by the shell and roof) = 21483.4772 lbf W_structural (Weight of roof attached structural) = 0 lbf Wr (Roof plates weight) = 163501.7309 lbf Ws (Shell plates weight) = 468866.723 lbf

Uplift due to internal pressure API-650 F.1.2 P_uplift = Pg * pi * ((ID^2) / 4) = 0.0 * pi * ((1535.6875^2) / 4) = 0.0 lbf

Tank design does not have to meet App. F requirements.

Maximum allowable internal pressure API 650 F.5.1 P_F51 = ((0.962 * Fy * TAN(Theta angle) * A_actual) / (D^2)) + ((0.245 * DLR) / (D^2)) P_F51 = ((0.962 * 36000 * TAN(3.5763) * 5.1474) / (128.0^2)) + ((0.245 * 163501.7309) / (128.0^2)) P_F51 = 3.125 inH2O

Maximum allowable internal pressure P_max_internal = MIN(P_std , P_F51) = MIN(2.5 , 0.1129) = 0.1129 psi

SUMMARY OF ROOF RESULTS Back

Material = A36 Structural Material = A106-B t-actual = 0.3055 in t-required = 0.3055 in t-calc = 0.2824 in P-Max-Internal = 0.1129 psi P-Max-External = 0 psi Roof Plates Weight = 160,960.2235 lbf Weight of Rafters = 47,554.6943 lbf Weight of Girders = 16,360.6121 lbf Weight of Columns = 18,283.9537 lbf

SHELL COURSE DESIGN (Bottom course is #1) Back

API-650 ONE FOOT METHOD

D = Tank Nominal diameter (ft) per API-650 5.6.1.1 Note 1 H = Max liquid level (ft) I-p = Design internal pressure (psi) L = Factor I-p = 0 psi D = 128 ft H = 58 ft L/H <= 2, VDP Criteria per API-650 5.6.4.1 L = (6 * D (t-1 - Ca-1))^0.5 L = (6 * 128 (0.9427 - 0.125))^0.5 = 25.0598

Course # 1

Ca-1 = Corrosion allowance per API-650 5.3.2 (in) G = Design specific gravity of the liquid to be stored H' = Effective liquid head at design pressure per API-650 F.7.1 (ft) hmax-1 = Max liquid level based on shell thickness (ft) JE = Joint efficiency pmax-1 = Max pressure at design (psi) pmax-int-shell-1 = Max internal pressure at design (psi) Sd = Allowable design stress for the design condition per API-650 Table 5-2a (psi) St = Allowable stress for the hydrostatic test condition per API-650 5.6.2.2 (psi) t-1 = Shell actual thickness (in) t-calc-1 = Shell thickness design condition td (in) t-seismic-1 = See E.6.2.4 table in SEISMIC calculations. t-test-1 = Shell thickness hydrostatic test condition (in)

Material = A36-MOD Width = 10.125 ft Ca-1 = 0.125 in JE = 1 t-1 = 0.9427 in Sd = 23,200 psi St = 24,900 psi

Design Condition G = 1 (per API-650)

H' = H + (2.31 * I-p)/G H' = 58 + (2.31 * 0)/1 H' = 58 ft

t-calc-1 = (2.6 * D * (H' - 1) * G)/Sd + Ca-1 (per API-650 5.6.3.2) t-calc-1 = (2.6 * 128 * (58 - 1) * 1)/23,200 + 0.125 t-calc-1 = 0.9427 in

hmax-1 = Sd * (t-1 - CA-1)/(2.6 * D * G) + 1 hmax-1 = 23,200 * (0.9427 - 0.125)/(2.6 * 128 * 1) + 1 hmax-1 = 58.0031 ft

pmax-1 = (hmax-1 - H) * 0.433 * G pmax-1 = (58.0031 - 58) * 0.433 * 1 pmax-1 = 0.0014 psi

pmax-int-shell-1 = pmax-1 pmax-int-shell-1 = 0.0014 psi

Hydrostatic Test Condition G = 1

H' = H + (2.31 * I-p)/1 H' = 58 + (2.31 * 0)/1 H' = 58 ft

t-test-1 = (2.6 * D * (H' - 1))/St t-test-1 = (2.6 * 128 * (58 - 1))/24,900 t-test-1 = 0.7618 in

Course # 2

Ca-2 = Corrosion allowance per API-650 5.3.2 (in) G = Design specific gravity of the liquid to be stored H' = Effective liquid head at design pressure per API-650 F.7.1 (ft) hmax-2 = Max liquid level based on shell thickness (ft) JE = Joint efficiency pmax-2 = Max pressure at design (psi) pmax-int-shell-2 = Max internal pressure at design (psi) Sd = Allowable design stress for the design condition per API-650 Table 5-2a (psi) St = Allowable stress for the hydrostatic test condition per API-650 5.6.2.2 (psi) t-2 = Shell actual thickness (in)

t-calc-2 = Shell thickness design condition td (in) t-seismic-2 = See E.6.2.4 table in SEISMIC calculations. t-test-2 = Shell thickness hydrostatic test condition (in)

Material = A36-MOD Width = 10.125 ft Ca-2 = 0.125 in JE = 1 t-2 = 0.7975 in Sd = 23,200 psi St = 24,900 psi


H' = H + (2.31 * I-p)/G H' = 47.875 + (2.31 * 0)/1 H' = 47.875 ft

t-calc-2 = (2.6 * D * (H' - 1) * G)/Sd + Ca-2 (per API-650 5.6.3.2) t-calc-2 = (2.6 * 128 * (47.875 - 1) * 1)/23,200 + 0.125 t-calc-2 = 0.7974 in


pmax-2 = (hmax-2 - H) * 0.433 * G

pmax-2 = (47.881 - 47.875) * 0.433 * 1 pmax-2 = 0.0026 psi

pmax-int-shell-2 = MIN(pmax-int-shell-1 pmax-2) pmax-int-shell-2 = MIN(0.0014 0.0026) pmax-int-shell-2 = 0.0014 psi


H' = H + (2.31 * I-p)/1 H' = 47.875 + (2.31 * 0)/1 H' = 47.875 ft

t-test-2 = (2.6 * D * (H' - 1))/St t-test-2 = (2.6 * 128 * (47.875 - 1))/24,900 t-test-2 = 0.6265 in

Course # 3

Ca-3 = Corrosion allowance per API-650 5.3.2 (in) G = Design specific gravity of the liquid to be stored H' = Effective liquid head at design pressure per API-650 F.7.1 (ft) hmax-3 = Max liquid level based on shell thickness (ft) JE = Joint efficiency pmax-3 = Max pressure at design (psi) pmax-int-shell-3 = Max internal pressure at design (psi)

Sd = Allowable design stress for the design condition per API-650 Table 5-2a (psi) St = Allowable stress for the hydrostatic test condition per API-650 5.6.2.2 (psi) t-3 = Shell actual thickness (in) t-calc-3 = Shell thickness design condition td (in) t-seismic-3 = See E.6.2.4 table in SEISMIC calculations. t-test-3 = Shell thickness hydrostatic test condition (in)

Material = A36 Width = 10.125 ft Ca-3 = 0.125 in JE = 1 t-3 = 0.6522 in Sd = 23,200 psi St = 24,900 psi


H' = H + (2.31 * I-p)/G H' = 37.75 + (2.31 * 0)/1 H' = 37.75 ft


hmax-3 = Sd * (t-3 - CA-3)/(2.6 * D * G) + 1 hmax-3 = 23,200 * (0.6522 - 0.125)/(2.6 * 128 * 1) + 1

hmax-3 = 37.7519 ft

pmax-3 = (hmax-3 - H) * 0.433 * G pmax-3 = (37.7519 - 37.75) * 0.433 * 1 pmax-3 = 0.0008 psi



H' = H + (2.31 * I-p)/1 H' = 37.75 + (2.31 * 0)/1 H' = 37.75 ft


Course # 4

Ca-4 = Corrosion allowance per API-650 5.3.2 (in) G = Design specific gravity of the liquid to be stored H' = Effective liquid head at design pressure per API-650 F.7.1 (ft) hmax-4 = Max liquid level based on shell thickness (ft) JE = Joint efficiency

pmax-4 = Max pressure at design (psi) pmax-int-shell-4 = Max internal pressure at design (psi) Sd = Allowable design stress for the design condition per API-650 Table 5-2a (psi) St = Allowable stress for the hydrostatic test condition per API-650 5.6.2.2 (psi) t-4 = Shell actual thickness (in) t-calc-4 = Shell thickness design condition td (in) t-seismic-4 = See E.6.2.4 table in SEISMIC calculations. t-test-4 = Shell thickness hydrostatic test condition (in)



H' = H + (2.31 * I-p)/G H' = 27.625 + (2.31 * 0)/1 H' = 27.625 ft






H' = H + (2.31 * I-p)/1 H' = 27.625 + (2.31 * 0)/1 H' = 27.625 ft


Course # 5

Ca-5 = Corrosion allowance per API-650 5.3.2 (in) G = Design specific gravity of the liquid to be stored

H' = Effective liquid head at design pressure per API-650 F.7.1 (ft) hmax-5 = Max liquid level based on shell thickness (ft) JE = Joint efficiency pmax-5 = Max pressure at design (psi) pmax-int-shell-5 = Max internal pressure at design (psi) Sd = Allowable design stress for the design condition per API-650 Table 5-2a (psi) St = Allowable stress for the hydrostatic test condition per API-650 5.6.2.2 (psi) t-5 = Shell actual thickness (in) t-calc-5 = Shell thickness design condition td (in) t-seismic-5 = See E.6.2.4 table in SEISMIC calculations. t-test-5 = Shell thickness hydrostatic test condition (in)



H' = H + (2.31 * I-p)/G H' = 17.5 + (2.31 * 0)/1 H' = 17.5 ft

t-calc-5 = (2.6 * D * (H' - 1) * G)/Sd + Ca-5 (per API-650 5.6.3.2)

t-calc-5 = (2.6 * 128 * (17.5 - 1) * 1)/23,200 + 0.125 t-calc-5 = 0.3617 in





H' = H + (2.31 * I-p)/1 H' = 17.5 + (2.31 * 0)/1 H' = 17.5 ft


Course # 6

Ca-6 = Corrosion allowance per API-650 5.3.2 (in) G = Design specific gravity of the liquid to be stored H' = Effective liquid head at design pressure per API-650 F.7.1 (ft) hmax-6 = Max liquid level based on shell thickness (ft) JE = Joint efficiency pmax-6 = Max pressure at design (psi) pmax-int-shell-6 = Max internal pressure at design (psi) Sd = Allowable design stress for the design condition per API-650 Table 5-2a (psi) St = Allowable stress for the hydrostatic test condition per API-650 5.6.2.2 (psi) t-6 = Shell actual thickness (in) t-calc-6 = Shell thickness design condition td (in) t-seismic-6 = See E.6.2.4 table in SEISMIC calculations. t-test-6 = Shell thickness hydrostatic test condition (in)



H' = H + (2.31 * I-p)/G H' = 7.375 + (2.31 * 0)/1 H' = 7.375 ft






H' = H + (2.31 * I-p)/1 H' = 7.375 + (2.31 * 0)/1 H' = 7.375 ft


SUMMARY OF SHELL RESULTS Back

t-min-Seismic = See API-650 E.6.1.4, table in SEISMIC calculations. Shell API-650 Summary (Bottom is 1)

Shell #

Width (in)

Material

1

121.5

A36-MOD

2

121.5

A36-MOD

3

121.5

A36

4

121.5

A36

5

121.5

A36

6

121.5

A36

Total Weight = 593,353.6108 Lbf

INTERMEDIATE STIFFENER CALCULATIONS PER API-650 Section 5.9.7

D = Nominal diameter of the tank shell (ft) Hu = Vertical Distance Between the Intermediate Stiffener (Per API-650 5.9.7) (ft) V = Design wind speed (mph) Wtr = Transposed width of each shell course (ft) Zi = Required Intermediate Stiffener Section Modulus (per API-650 5.9.6.1) (in^3) Zi-actual = Actual Top Comp Ring Section Modulus (in^3)

D = 128 ft V = 93.6 mph ME = 1

Hu = ME * 600000 * tsmin * (SQRT (tsmin / D)^3) * (120 / V)^2 Hu = 1 * 600000 * 0.3125 * (SQRT (0.3125 / 128)^3) * (120 / 93.6)^2 Hu = 37.1768 ft (Maximum Height of Unstiffened Shell)

Transforming courses (1) to (6)

Wtr = Course-width * (SQRT (t-uniform / t-course)^5) Wtr-1 = 10.125 * (SQRT (0.3125 / 0.9427)^5) = 0.6406 ft Wtr-2 = 10.125 * (SQRT (0.3125 / 0.7975)^5) = 0.9732 ft Wtr-3 = 10.125 * (SQRT (0.3125 / 0.6522)^5) = 1.609 ft Wtr-4 = 10.125 * (SQRT (0.3125 / 0.507)^5) = 3.02 ft Wtr-5 = 10.125 * (SQRT (0.3125 / 0.362)^5) = 7.0105 ft Wtr-6 = 10.375 * (SQRT (0.3125 / 0.3125)^5) = 10.375 ft

Wtr SUM(Wtr-n)

Wtr = 23.6283 ft

L_0 = Hts/# of Stiffeners + 1 L_0 = 23.6283/0 + 1 L_0 = 23.6283 ft

Number of Intermediate Stiffeners Sufficient Since Hu >= L_0

Zi = 0.0001 * MIN(200 128)^2 * 23.6283 * (93.6/120)^2 Zi = 23.5527

SUMMARY OF SHELL STIFFENING RESULTS Number of Intermediate stiffeners req'd (NS) = 0

FLAT BOTTOM: NON ANNULAR PLATE DESIGN Back

Ba = Area of bottom (in^2) Bottom-OD = Bottom diameter (ft) c = Factor ca-1 = Bottom (1st) shell course corrosion allowance (in) Ca-bottom = Bottom corrosion allowance (in) D-bottom = Density of bottom (lbf/in3) G = Design specific gravity of the liquid to be stored H = Max liquid level (ft) H' = Effective liquid head at design pressure (ft) JE = Bottom joint efficiency

S = Maximum Stress in first shell course per API 650 Table 5.1.b S1 = Product stress in the first shell course per API 650 Table 5.1.b S2 = Hydrostatic test stress in the first shell course per API 650 Table 5.1.b t-1 = Bottom (1st) shell course thickness (in) t-actual = Actual bottom thickness (in) t-calc = Minimum nominal bottom plates thickness per API-650 5.4.1 (in) t-min = Minimum nominal bottom plates thickness per API-650 5.4.1 (in) t-test-1 = Bottom (1st) shell course test thickness (in) t-vac = Vacuum calculations per ASME section VIII Div. 1 (in) td-1 = Bottom (1st) shell course design thickness (in)

Material = A36 t-actual = 0.361 in

t-min = 0.236 + Ca-bottom t-min = 0.236 + 0.125 t-min = 0.361 in

t-calc = t-min t-calc = 0.361 in

Calculation of Hydrostatic Test Stress & Product Stress (per API-650 Section 5.5.1)

Bottom-OD = 128.4119 ft JE = 1 D-bottom = 0.283 lbf/in3

t-1 = 0.9427 in ca-1 = 0.125 in G=1 H = 58 ft H' = 58 ft St = 24,900 psi Sd = 23,200 psi Ca-bottom = 0.125 in

Product stress in first shell course

S1 = ((td-1 - ca-1) / (t-1 - ca-1)) * Sd S1 = ((0.9427 - 0.125) / (0.9427 - 0.125)) * 23,200 S1 = 23,198.7281 psi

Hydrostatic test stress in first shell course

S2 = (t-test-1 / t-1) * St S2 = (0.7618 / 0.9427) * 24,900 S2 = 20,122.6264 psi

S = Max (S1, S2) S = Max (23,198.7281 , 20,122.6264) S = 23,198.7281 psi

ABS(E-p) < P-btm Then there is no uplift

SUMMARY OF BOTTOM RESULTS Back

Material = A36 t-actual = 0.361 in t-req = 0.361 in

NET UPLIFT DUE TO INTERNAL PRESSURE

Net-Uplift = 0 lbf, (See roof report for calculations)

WIND MOMENT (Per API-650 SECTION 5.11) Back

Wind Velocity per API-650 ASCE 7-10

V_entered = 120 mph Vs (Wind Velocity) = 0.78 * V_entered = 93.6 mph

Vf = (Vs / 120)^2 Vf = (93.6 / 120)^2 Vf (Velocity Factor) = 0.6084

PWS = 18 * Vf PWS = 10.9512 psf

PWR = 30 * Vf

PWR = 18.252 psf

API-650 5.2.1.k Uplift Check

P-F41 = (0.962 * A * Fy * TAN(Theta))/D^2 + (0.245 * DLR)/D^2 P-F41 = ((0.962 * 8.1847 * 36,000 * TAN(3.5763))/128^2) + ((0.245 * 163502) / 128^2) P-F41 = 0.1274 psi = 18.3429 psf

Wind-Uplift = MIN(PWR , (1.6 * P-F41 - Pv)) Wind-Uplift = MIN(18.252 , 29.3487) Wind-Uplift = 18.252 psf

Ap-Vert (Vertical Projected Area of Roof) = 256 ft^2

Horizontal Projected Area of Roof (Per API-650 5.2.1.f)

Xw (Moment Arm of UPLIFT wind force on roof) = 64 ft Ap (Projected Area of roof for wind moment) = 12,868 ft^2

M-roof (Moment Due to Wind Force on Roof) = Wind-Uplift * Ap * Xw M-roof = (18.252 * 12,868 * 64) M-roof = 15,031,428 lbf-ft

Xs (Height from bottom to the Shell's center of gravity) = Shell Height/2 Xs = (61/2) Xs = 30.5 ft

As (Projected Area of Shell) = Shell Height * (D + 2 * t-ins) As = 61 * (128 + 2 * 0) As = 7,808 ft^2

M-Shell (Moment Due to Wind Force on Shell) = (PWS * As * (Shell Height / 2)) M-Shell = (10.9512 * 7,808 * (61 / 2)) M-Shell = 2,607,963 lbf-ft

Mw (Wind moment) = M-roof + M-shell Mw = 15,031,428 + 2,607,963 Mw = 17,639,391.0507 lbf-ft

W (Net Weight PER API-650 5.11.3) = W-shell + W-roof - 0.4 * Pv * (Pi/4) (D^2) W = 468,867 + 98,789 - 0.4 * 0 * (Pi/4) (128^2) W = 567,656 lbf

NOTE = There is net uplift on the tank.

RESISTANCE TO OVERTURNING (per API-650 5.11.2) DLR = Nominal weight of roof plate plus weight of roof plates overlap plus any attached structural. DLS = Nominal weight of the shell and any framing (but not roof plates) support by the shell and roof. F-friction = Maximum of 40% of weight of tank MDL = Destabilizing moment about the shell-to-bottom joint from shell and roof weight supported by the shell MDLR = Moment about the shell-to-bottom joint from the nominal weight of the roof plate plus any attached structural.

MF = Stabilizing moment due to bottom plate and liquid weight MPi = Destabilizing moment about the shell-to-bottom joint from design pressure Mw = Destabilizing wind moment tb = Bottom plate thickness less C.A. wl = Circumferential loading of contents along shell-to-bottom joint

An unanchored tank must meet with this criteria:

Mw = 17,639,391 ft-lbf DLS = 490,350.2001 lbf DLR = 163,501.7308 lbf

MPi = P * (Pi * D^2 / 4) * (D / 2) MPi = 0 * (3.1416 * 128^2 / 4) * (128 / 2) MPi = 0 ft-lbf

MDL = DLS * (D/2) MDL = 490,350.2001 * 128/2 MDL = 31,382,413 lbf-ft

MDLR = DLR * (D/2) MDLR = 163,501.7308 * 128/2 MDLR = 10,464,111 lbf-ft

tb = 0.236 in

wl = (min [4.67 * tb * SQRT(fy-btm * H-liq)] [0.9 * H-liq * D])

wl = (min [4.67 * 0.236 * SQRT(36,000 * 58)] [0.9 * 58 * 128]) wl = 1,592.5538 lbf/ft

MF = (D/2) * wl * Pi * D MF = 64.0 * 1,592.5538 * 3.1416 * 128 MF = 40,985,850 ft-lbf

Criteria 1

M-shell + Fp * Mpi< MDL /1.5 + MDLR 2,607,962.5728 + 0.4 * 0 < 31,382,413 / 1.5 + 10,464,111 Since 2,607,963 < 31,385,720, Tank is stable

RESISTANCE TO SLIDING (per API-650 5.11.4)

F-wind = Vf * 18 * As F-wind = 0.6084 * 18 * 7,808 F-wind = 85,507 lbf

F-friction = 0.4 * (W-roof-corroded + W-shell-corroded + W-btm-corroded + W-roof-struct) F-friction = 0.4 * (98,789 + 468,867 + 124,687 + 89,651) F-friction = 312,797 lbf

No anchorage needed to resist sliding since F-friction > F-wind

Anchorage Requirement

Tank does not require anchorage

Back

SITE GROUND MOTION CALCULATIONS Anchorage_System (Anchorage System) = self anchored D (Nominal Tank Diameter) = 128 ft Fa (Site Acceleration Coefficient) = 1.512 Fv (Site Velocity Coefficient) = 2.028 H (Maximum Design Product Level) = 58 ft I (Importance Factor) = 1.25 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) = 0.193 Seismic_Site_Class (Seismic Site Class) = seismic site class d Seismic_Use_Group (Seismic Use Group) = seismic use group ii Ss (Spectral Response Acceleration Short Period) = 0.36 TL (Regional Dependent Transistion Period for Longer Period Ground Motion) = 4 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 * 1.512 * 0.36 = 0.3629

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 * 2.028 * 0.193 = 0.2609

Sloshing Coefficient API 650 Section E.4.5.2 Ks = 0.578 / SQRT(TANH(((3.68 * Liq_max) / D))) Ks = 0.578 / SQRT(TANH(((3.68 * 58) / 128))) Ks = 0.599

Convective Natural Period API 650 Section E.4.5.2 Tc = Ks * SQRT(D) = 0.599 * SQRT(128) = 6.7765 sec

Impulsive Design Response Spectrum Acceleration Coefficient API 650 Sections E.4.6.1 Ai = SDS * (I / Rwi) = 0.3629 * (1.25 / 3.5) = 0.1296

API 650 Sections E.4.6.1 Ai = MAX(Ai , 0.007) = MAX(0.1296 , 0.007) = 0.1296

Tc > TL

Convective Design Response Spectrum Acceleration Coefficient API 650 Sections E.4.6.1 Ac = K * SD1 * (TL / (Tc^2)) * (I / Rwc) Ac = 1.5 * 0.2609 * (4 / (6.7765^2)) * (1.25 / 2) Ac = 0.0213

Ac = MIN(Ac , Ai) = MIN(0.0213 , 0.1296) = 0.0213

Vertical Ground Acceleration Coefficient API 650 Section E.6.1.3 and E.2.2 Av = (2 / 3) * 0.7 * SDS = (2 / 3) * 0.7 * 0.3629 = 0.1694

SEISMIC CALCULATIONS Back

< Mapped ASCE7 Method > 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) E = Elastic modulus of tank material (bottom shell course) 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 E-4) 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. 22-15) 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 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 = 596,198 lb Wf = 190,729 lb Wr = 160,962 lb

EFFECTIVE WEIGHT OF PRODUCT

D/H = 2.2069 Wp = 46,592,556 lbf

Wi = TANH (0.866 * D/H) / (0.866 * D/H) * Wp Wi = TANH (0.866 * 2.2069) / (0.866 * 2.2069) * 46,592,556 Wi = 23,335,225 lbf

Wc = 0.23 * D/H * TANH (3.67 * H/D) * Wp Wc = 0.23 * 2.2069 * TANH (3.67 * 0.4531) * 46,592,556 Wc = 22,008,824 lbf

Weff = Wi + Wc Weff = 23,335,225 + 22,008,824 Weff = 45,344,049.5929 lbf

Wrs = 160,962 lbf

DESIGN LOADS

Vi = Ai * (Ws + Wr + Wf + Wi) Vi = 0.1296 * (596,198 + 160,962 + 190,729 + 23,335,225) Vi = 3,147,092 lbf

Vc = Ac * Wc Vc = 0.0213 * 22,008,824 Vc = 468,788 lbf

V = SQRT (Vi^2 + Vc^2) V = SQRT (3,147,092^2 + 468,788^2) V = 3,181,815.2505 lbf

CENTER OF ACTION FOR EFFECTIVE LATERAL FORCES

Xs = 29 ft RCG = 0.25 * R * (TAND (Theta)) RCG = 0.25 * 768.6562 * (TAND (3.5763)) RCG = 12.0103 in or 1.0009 ft

Xr = Shell Height + RCG Xr = 61 + 1.0009 Xr = 62.0009 ft

CENTER OF ACTION FOR RINGWALL OVERTURNING MOMENT

Xi = 0.375 * H Xi = 0.375 * 58 Xi = 21.75 ft

Xc = (1 - (COSH (3.67 * H/D) - 1) / ((3.67 * H/D) * SINH (3.67 * H/D))) * H Xc = (1 - (COSH (3.67 * 0.4531) - 1) / ((3.67 * 0.4531) * SINH (3.67 * 0.4531))) * 58 Xc = 34.239 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 * 2.2069) / TANH (0.866 * 2.2069) - 1]] * 58)

Xis = 50.646 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 * 0.4531) - 1.937) / ((3.67 * 0.4531) * SINH(3.67 * 0.4531))) * 58 Xcs = 47.0916 ft

Dynamic Liquid Hoop Forces

SHELL

Width (ft)

SUMMARY Shell 1

10.125

Shell 2

10.125

Shell 3

10.125

Shell 4

10.125

Shell 5

10.125

Shell 6

10.125

Overturning Moment

Mrw = ((Ai * (Wi * Xi + Ws * Xs + Wr * Xr))^2 + (Ac * Wc * Xc)^2)^0.5 Mrw = ((0.1296 * (23,335,225 * 21.75 + 596,198 * 29 + 160,962 * 62.0009))^2 + (0.0213 * 22,008,824 * 34.239)^2)^0.5 Mrw = 71,145,686.4842 lbf-ft

Ms = ((Ai * (Wi * Xis + Ws * Xs + Wr * Xr))^2 + (Ac * Wc * Xcs)^2)^0.5 Ms = ((0.1296 * (23,335,225 * 50.646 + * 596,198 + 29 * 160,962))^2 + (62.0009 * 0.0213 * 22,008,824)^2)^0.5 Ms = 158,247,363.4189 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 = 7.9 * ta * (Fy * H * Ge)^0.5 <= 1.28 * H * D * Ge wa = 7.9 * 0.236 * (36,000 * 58 * 0.9801)^0.5 wa = 2,667.0742 lbf/ft

wt = (Wrs + Ws) / (Pi * D) wt = (160,962 + 596,198) / (3.1416 * 128) wt = 1,882.9042 lbf/ft

wint = P * 144 * (Pi * D^2 / 4) / (Pi * D) wint = 0 * 144 * (3.1416 * 128^2 / 4) / (3.1416 * 128) wint = 0 lbf/ft

Annular Ring Requirements

L = 0.216 * ta * (Fy / (H * Ge))^0.5 L = 0.216 * 0.236 * (36,000 / (58 * 0.9801))^0.5 L = 1.5 ft

Ls = 0 ft

Since Ls < L, recalculate wa.

wa = 36.5 * H * Ge * Ls wa = 36.5 * 61 * 0.9801 * 0 wa = 0

Anchorage Ratio

J = Mrw / (D^2 * [wt * (1 - 0.4 * Av) + wa - 0.4 * wint J = 71,145,686.4842 / (128^2 * [1,882.9042 * (1 - 0.4 * 0.0498) + 2,667.0742 - 0.4 * 0 J = 0.9623

Since J > 0.785 and J <= 1.54, The tank is self-anchored, per API 650 Table E-6

Maximum Longitudinal Shell-Membrane Compressive Stress

ts1 = 0.8177 in SigC = ((wt * (1 + (0.4 * Av)) + wa) / (0.607 - (0.18667 * J^2.3)) - wa) * (1 / (12 * ts)) SigC = ((1,882.9042 * (1 + (0.4 * 0.0498)) + 2,667.0742) / (0.607 - (0.18667 * 0.9623^2.3)) - 2,667.0742) * (1 / (12 * 0.8177)) SigC = 800.196 lbf/in^2

Allowable Longitudinal Shell-Membrane Compression Stress

Fty = 36,000 psi

Criteria for Fc

Since [G * H * D^2 / ts1^2] >= 1,000,000 Since [1 * 58 * 128^2 / 0.8177^2] >= 1,000,000 Since 1.421216E6 >= 1,000,000 Then Fc = 10^6 * ts1 / D

Fc = 10^6 * ts1 / D Fc = 10^6 * 0.8177 / 128 Fc = 6,388.2812 lbf/in^2

Hoop Stresses

Mechanically Anchored

Number of anchor = 0

Wab = (1.273 * Mrw) / D^2 - wt * (1 - 0.4 * Av) + wint Wab = (1.273 * 71,145,686.4842) / 128^2 - 1,882.9042 * (1 - 0.4 * 0.0498) + 0 Wab = 3,682.4633 lbf/ft

Pab = Wab * Pi * D / Na Pab = 3,682.4633 * 3.1416 * 128 / 0 Pab = 0 lbf

Pa = 3 * Pab Pa = 3 * 0 Pa = 0 lbf

Shell Compression in Mechanically-Anchored Tanks

SigC-anchored = [Wt * (1 + (0.4 * Av)) + (1.273 * Mrw) / D^2] * (1 / (12 * ts)) SigC-anchored = [1,882.9042 * (1 + (0.4 * 0.0498)) + (1.273 * 71,145,686.4842) / 128^2] * (1 / (12 * 0.8177)) SigC-anchored = 759.0672 lbf/in^2

Fc = 6,388.2812 lbf/in^2

Detailing Requirements (Anchorage)

SUG = II Sds = 0.3629 g or 36.29 %g

Since Sds >= 0.33g and SUG = II per API 650 Table E-7. b. A freeboard equal to O.7os is required unless one of the following alternatives are provided: 1. Secondary containment is provided to control the product spill. 2. The roof and tank shell are designed to contain the sloshing liquid

Freeboard - Sloshing

TL-sloshing = 4 sec I-sloshing = 1.25 Tc = 6.7765 k = 1.5 Sd1 = 0.2609 g or 26.09 %g Af = 0.0426 g per API 650 E.7.2

Delta-s = 0.42 * D * Af Delta-s = 0.42 * 128 * 0.0426 Delta-s = 2.2902 ft

0.7 * Delta-s = 1.6031 ft

Sliding Resistance

mu = 0.4 (friction coefficient) V = 3,181,815.2505 lbf

Vs = mu * (Ws + Wr + Wf + Wp) * (1 - 0.4 * Av) Vs = 0.4 * (596,198 + 160,962 + 190,729 + 46,592,556) * (1 - 0.4 * 0.0498) Vs = 18,637,375.9971 lbf

Since V <= Vs then the Tank is correct, per API 650 E.7.6

Local Shear Transfer

Vmax = 2 * V / (Pi * D) Vmax = 2 * 3,181,815.2505 / (3.1416 * 128) Vmax = 15,825.0507 lbf/ft

ANCHOR BOLT DESIGN Back

Bolt Material : A36 Sy = 36,000 psi

UPLIFT LOAD CASES, PER API-650 TABLE 5-21b

D = Tank D (ft) Fp = Pressure Combination Factor Mrw = Seismic Ringwall Moment (ft-lbf) N = Anchor bolt quantity

P = Design pressure (psi) Pf = Failure pressure per F.6 (inh2o) Pt = Test pressure per F.7.6 = 1.25 * P = 0 (psi) sd = Allowable Anchor Bolt Stress (psi) Shell-sd-at-anchor = Allowable Shell Stress at Anchor Attachment (psi) t-h = Roof plate thickness less CA (in) Vf = Velocity factor (mph) W1 = Dead Load of Shell minus C.A. and Any Dead Load minus C.A. other than Roof Plate Acting on Shell W2 = Dead Load of Shell minus C.A. and Any Dead Load minus C.A. including Roof Plate minus C.A. Acting on Shell W3 = Dead Load of New Shell and Any Dead Load other than Roof Plate Acting on Shell

For Tank with Structural Supported Roof

W1 = W-shell-corroded + Shell Insulation W1 = 468,866.7229 + 0 W1 = 468,866.7229 lbf

W2 = W-shell-corroded + Shell Insulation + Corroded Roof Plates Supported by Shell + Roof Dead Load Supported by Shell W2 = 468,866.7229 + 0 + 98,789.0078 + 0 W2 = 567,655.7308 lbf

W3 = New Shell + Shell Insulation W3 = 593,353.6108 + 0 W3 = 593,353.6108 lbf

Uplift Case 1: Design Pressure Only

U = [(P - 8 * t-h) * D^2 * 4.08] - W1 U = [(0 - 8 * 0.1875) * 128^2 * 4.08] - 468,866.7229 U = -569,136.8029643862 lbf

bt = U/N bt = 0 lbf

sd = 15,000 psi Shell-sd-at-anchor = 24,000 psi

A-s-r = Bolt Root Area Req'd A-s-r = N.A., since Load per Bolt is zero

Uplift Case 2: Test Pressure Only

U = [(Pt - 8 * t-h) * D^2 * 4.08] - W1 U = [(0 - 8 * 0.1875) * 128^2 * 4.08] - 468,866.7229 U = -569,136.8029643862 lbf

bt = U/N bt = 0 lbf



Uplift Case 3: Failure Pressure Only

Not applicable since if there is a knuckle on tank roof, or tank roof is not frangible. Pf (failure pressure per F.6) = N.A.

Uplift Case 4: Wind Load Only

PWR = Wind-Uplift per API 650 Table 5-21a, 5-21b PWS = Wind-Pressure per API 650 Table 5-21a, 5-21b PWR = 3.5085 inh2o PWS = 10.9512 psf MWH = PWS * D * (H^2 / 2) per API 650 Table 5-21a, 5-21b MWH = 10.9512 * 128 * (61^2 / 2) MWH = 2,607,962.5728 ft-lb

U = PWR * D^2 * 4.08 + (4 * MWH / D) - W2 U = 3.5085 * 128^2 * 4.08 + (4 * 2,607,962.5728 / 128) - 567,655.7308 U = -251,623.4554784121 lbf

bt = U/N bt = 0 lbf

sd = 28,800 psi

Shell-sd-at-anchor = 30,000 psi


Uplift Case 5: Seismic Load Only

U = [4 * Mrw / D] - W2 * (1 - 0.4 * Av) U = [4 * 71,145,686 / 128] - 567,655.7308 * (1 - 0.4 * 0.0498) U = 1,666,954.6739 lbf

bt = U/N bt = 0 lbf



Uplift Case 6: Design Pressure + Wind Load

U = [(Fp * P + PWR - 8 * t-h) * D^2 * 4.08] + [4 * MWH / D] - W1 U = [(0.4 * 0 + 3.5085 - 8 * 0.1875) * 128^2 * 4.08] + [4 * 2,607,962.5728 / 128] - 468,866.7229 U = -253,104.52759862988 lbf

bt = U/N bt = 0 lbf



Uplift Case 7: Design Pressure + Seismic Load

U = [(Fp * P - 8 * t-h) * D^2 * 4.08] + [4 * Mrw / D] - W1 * (1 - 0.4 * Av) U = [(0.4 * 0 - 8 * 0.1875) * 128^2 * 4.08] + [4 * 71,145,686 / 128] - 468,866.7229 * (1 - 0.4 * 0.0498) U = 1,663,505.7247 lbf

bt = U/N bt = 0 lbf



Uplift Case 8: Frangibility Pressure

Not applicable since if there is a knuckle on tank roof, or tank roof is not frangible. Pf (failure pressure per F.6) = N.A.

ANCHOR BOLT SUMMARY Back

Bolt Root Area Req'd = 0 in^2 Bolt Diameter (d) = 2.25 in Threads per inch (n) = 4.5

A-s = Actual Bolt Root Area A-s = (pi / 4) * (d - 1.3 / n)^2 A-s = 0.7854 * (2.25 - 1.3 / 4.5)^2 A-s = 3.0206 in^2

Exclusive of Corrosion Bolt Diameter Req'd = 0.2888 in (per ANSI B1.1) Actual Bolt Diameter = 2.25 in Bolt Diameter Meets Requirements

ANCHOR CHAIR DESIGN

(from AISI 'Steel Plate Engr Data' Dec. 92, Vol. 2, Part VII)

Entered Parameters

Chair Material : A36

Top Plate Type : DISCRETE Chair Style : VERT. STRAIGHT Top Plate Width (a) : 10 in Top Plate Length (b) : 8 in Vertical Plate Width (k) : 8 in Top Plate Thickness (c) : 1 in Bolt Eccentricity (e) : 4 in Outside of Top Plate to Hole Edge (f) : 2.625 in Distance Between Vertical Plates (g) : 4.25 in Chair Height (h) : 28 in Vertical Plates Thickness (j) : 1 in Bottom Plate thickness (m) : 0.361 in Shell Course + Repad Thickness (t) : 0.9427 in Nominal Radius to Tank Centerline (r) : 768 in Design Load per Bolt (P) : 0 lbf Bolt Diameter (d) = 2.25 in Threads per unit length (n) = 4.5

A-s = Computed Bolt Root Area A-s = (pi / 4) * (d - 1.3 / n)^2 A-s = 0.7854 * (2.25 - 1.3 / 4.5)^2 A-s = 3.0206 in^2

Bolt Yield Load = A-s * Sy Bolt Yield Load = 3.0206 * 36,000 Bolt Yield Load = 108,742.1206 lbf

Seismic Design Bolt Load (Pa) = 0 lbf

Anchor Chairs will be designed to withstand Design Load per Bolt Anchor Chair Design Load, (P) : 0 lbf

NORMAL AND EMERGENCY VENTING (API-2000 6th EDITION) Back

NORMAL VENTING

T_boil (Product boiling point) = 299 degf T_flash (Product flash point) = 99 degf Vpe (Maximum emptying rate) = 100.0 gpm Vpf (Maximum filling rate) = 100.0 gpm Vtk (Tank capacity) = 5.57676E6 gal

In-breathing

Required in-breathing flow rate due to liquid movement API-2000 A.3.4.1.1 Vip = 5.6 * Vpe * (60 / 42) = 5.6 * 100.0 * (60 / 42) = 800.0 ft^3/hr

As per API-2000 A.3.4.1.2 Table A.4 Column 2, Required in-breathing flow rate due to thermal effects (VIT) = 72473.0 ft^3/hr

Total required in-breathing volumetric flow rate Vi = Vip + VIT = 800.0 + 72473.0 = 73273.0 ft^3/hr

Out-breathing

(T_flash < 100) OR (T_boil < 300) ==> Use API-2000 section A.3.4.2.2

Required out-breathing flow rate due to liquid movement API-2000 A.3.4.2.2 Vop = 12 * Vpf * (60 / 42) = 12 * 100.0 * (60 / 42) = 1714.2857 ft^3/hr

As per API-2000 A.3.4.2.2 Table A.4 Column 4, Required out-breathing flow rate due to thermal effects (VOT) = 72473.0 ft^3/hr

Total required out-breathing volumetric flow rate Vo = Vop + VOT = 1714.2857 + 72473.0 = 74187.2857 ft^3/hr

EMERGENCY VENTING

D (Tank diameter) = 128 ft H (Tank height) = 61 ft Pg (Design pressure) = 0.0 psi inslation_type (Insulation type) = no insulation vapour_pressure_type (Vapour pressure type) = hexane or similar

As per API-2000 Table 9, Environmental factor for insulation (F_ins) = 1.0 As per API-2000 Table 9, Environmental factor for drainage (F_drain) = 0.5

Environmental factor API-2000 4.3.3.3.4 F = MIN(F_ins , F_drain) = MIN(1.0 , 0.5) = 0.5

Wetted surface area ATWS = pi * D * MIN(H , 30) = pi * 39.0144 * MIN(61 , 30) = 3677.0206 ft^2

Required emergency venting capacity API-2000 Table 6 and 4.3.3.3.4

q = 742000 * F = 742000 * 0.5 = 371000.0 ft^3/hr

ELEVATION VIEW APPURTENANCE OUTSIDE PROJ (in)

INSIDE PROJ (in)

--

--

CAPACITIES and WEIGHTS Back

Maximum Capacity (to Max Liq Level) : 132,780 BBLS Nominal Capacity (to Tank Height) : 139,648 BBLS Working Capacity (to Normal Working Level) : 0 BBLS Net working Capacity (Working Capacity - Min Capacity) : 0 BBLS Minimum Capacity (to Min Liq Level) : 0 BBLS

Weight of Tank, Empty : 1,034,292 lbf Weight of Tank, Full of Product (SG = 1) : 46,592,556 lbf Weight of Tank, Full of Water : 46,592,556.4706 lbf Net Working Weight, Full of Product : 46,592,556.4706 lbf Net Working Weight Full of Water : 46,592,556.4706 lbf

Foundation Area Req'd : 12,950.9124 ft^2 Foundation Loading, Empty : 79.8624 lbf/ft^2 Foundation Loading, Full of Product : 3,597.6272 lbf/ft^2 Foundation Loading, Full of Water : 3,597.6273 lbf/ft^2

SURFACE AREAS Roof : 12,915.1152 ft^2 Shell : 77,302.5806 ft^2 Bottom : 12,950.9124 ft^2

Wind Moment : 17,639,391.0507 ft-lbf Seismic Moment : 158,247,363.4189 ft-lbf

MISCELLANEOUS ATTACHED ROOF ITEMS MISCELLANEOUS ATTACHED SHELL ITEMS

MAWP & MAWV SUMMARY Back

MAWP = Maximum calculated internal pressure MAWV = Maximum calculated external pressure

MAXIMUM CALCULATED INTERNAL PRESSURE MAWP = 2.5 psi or 69.2061 inh2o (per API-650 App. F.1.3 & F.7) MAWP = 0.0014 psi or 0.0388 inh2o (due to shell) MAWP = 0.1274 psi or 3.5262 inh2o (due to roof) TANK MAWP = 0.0014 psi or 0.0375 inh2o

MAXIMUM CALCULATED EXTERNAL PRESSURE MAWV = -1 psi or -27.6825 inh2o (per API-650 V.1) MAWV = N/A (due to shell) (API-650 App.V not applicable) MAWV = -0.0919 psi or -2.544 inh2o (due to roof) TANK MAWV = -0.0919 psi or -2.5428 inh2o

API 650 Output

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