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. 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. 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 0.785 and J = 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 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)

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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