ETANK FULL REPORT - NEW JOB 1ETank2000 Demo 1.9.15 (20 Jan 2012)

TABLE OF CONTENTS PAGE 1

ETANK SETTINGS SUMMARY PAGE 2

SUMMARY OF DESIGN DATA AND REMARKS PAGE 3

SUMMARY OF RESULTS PAGE 4

ROOF DESIGN PAGE 5

BOTTOM HEAD DESIGN PAGE 12

ANCHOR BOLT DESIGN PAGE 19

CAPACITIES AND WEIGHTS PAGE 22

MAWP & MAWV SUMMARY PAGE 23

ETANK SETTINGS SUMMARY

To Change These ETank Settings, Go To Tools->Options, Behavior Tab.---------------------------------------------------------------------- No 650 Appendix F Calcs when Tank P = 0 -> Default : False -> This Tank : False Show MAWP / MAWV Calcs : True Enforce API Minimum thicknesses : True Enforce API Maximum Roof thickness : True Enforce Minimum Self Supp. Cone Pitch (2 in 12) : True Force Non-Annular Btm. to Meet API-650 5.5.1 : False Set t.actual to t.required Values : False Maximum 650 App. S or App. M Multiplier is 1 : True Enforce API Maximum Nozzle Sizes : True Max. Self Supported Roof thickness : 0.5 in. Max. Tank Corr. Allowance : 0.5 in. External pressure calcs subtract C.A. per V.5 : True Use Gauge Material for min thicknesses : False Enforce API Minimum Live Load : True Enforce API Minimum Anchor Chair Design Load = Bolt Yield Load : True

SUMMARY OF DESIGN DATA and REMARKS

----------------------------------------------------------------------- TANK NAMEPLATE INFORMATION

----------------------------------------------------------------------- Operating Ratio: 0.4- Design Standard:- API-650 11th Edition, Addendum 2, Nov 2009 -- (None) -- Roof : A-283 Gr C: 1.2579in. -- Shell (1): A-36: 0.1875in. -- Bottom : A-283 Gr C: 0.25in. -

----------------------------------------------------------------------

Design Internal Pressure = 0 PSI or 0 IN. H2ODesign External Pressure = 0 PSI or 0 IN. H2O

MAWP = 0 PSI or 0 IN. H2OMAWV = 0 PSI or 0 IN. H2O

OD of Tank = 48 ftShell Height = 53 ftS.G. of Contents = 1Max. Liq. Level = 52.5 ft

Re-Rate Temperature = 184 FTank Joint Efficiency = 1

Ground Snow Load = 0 lbf/ft^2Roof Live Load = 20 lbf/ft^2Design Roof Dead Load = 0 lbf/ft^2

Basic Wind Velocity = 100 mphWind Importance Factor = 1Using Seismic Method: NONE

DESIGN NOTES

NOTE 1 : There are tank calculation warnings. Search for * * Warning * * notes. NOTE 2 : Tank is not subject to API-650 Appendix F.7

SUMMARY OF RESULTS

Shell Material Summary (Bottom is 1)------------------------------------------------------------------------Shell Width Material Sd St Weight CA# (ft) (psi) (psi) (lbf) (in)------------------------------------------------------------------------1 53 A-36 24,882 27,400 61,113 0------------------------------------------------------------------------Total Weight 61,113Shell API 653 Summary (Bottom is 1)

-----------------------------------------------------------------Shell t.design(Sd) t.test(St) t.external t.required t.actual# (in.) (in.) (in.) (in.) (in.)-----------------------------------------------------------------1 0.2583 0.2346 0 0.2583 0.1875-----------------------------------------------------------------

Self Supported Conical Roof; Material = A-283 Gr C

t.required = 1.2579 in. t.actual = 1.2579 in. Roof Joint Efficiency = 1

Weight = 93,582 lbf

Bottom Type: Conical Bottom Bottom Floor Material = A-283 Gr C t.required = 1.0057 in. t.actual = 0.25 in. Bottom Joint Efficiency = 1

Total Weight of Bottom = 20,616 lbf

CONICAL ROOF: A-283 Gr C

JEr = Roof Joint Efficiency = 1Lr = Entered Roof Live Load = 20 lbf/ft^2Lr_1 = Computed Roof Live Load, including External Pressure

S = Ground Snow Load = 0 lbf/ft^2Sb = Balanced Design Snow Load = 0 lbf/ft^2Su = Unbalanced Design Snow Load = 0 lbf/ft^2

Dead_Load = Insulation + Plate_Weight + Added_Dead_Load = (8)(0/12) + 51.3163 + 0 = 51.32 lbf/ft^2

Roof Loads (per API-650 Appendix R)

Pe = PV*144 = 0*144 = 0 lbf/ft^2

e.1b = DL + MAX(Sb,Lr) + 0.4*Pe = 51.32 + 20 + 0.4*0 = 71.32 lbf/ft^2

e.2b = DL + Pe + 0.4*MAX(Sb,Lr) = 51.32 + 0 + 0.4*20 = 59.32 lbf/ft^2

T = Balanced Roof Design Load (per API-650 Appendix R) = MAX(e.1b,e.2b) = 71.32 lbf/ft^2

e.1u = DL + MAX(Su,Lr) + 0.4*Pe = 51.32 + 20 + 0.4*0 = 71.32 lbf/ft^2

e.2u = DL + Pe + 0.4*MAX(Su,Lr) = 51.32 + 0 + 0.4*20 = 59.32 lbf/ft^2

U = Unbalanced Roof Design Load (per API-650 Appendix R) = MAX(e.1u,e.2u) = 71.32 lbf/ft^2

Lr_1 = MAX(T,U) = 71.32 lbf/ft^2

pt = Roof Cone Pitch = 1.5 in/ft

Theta = Angle of Cone to the Horizontal = ATAN(pt/12) = ATAN(0.125) = 7.1250 degreesAlpha = 1/2 the Included Apex Angle of Cone = 82.8750 degrees

R2 = 6*OD/SIN(Theta) = 2,322 in.Rc = ID/2 = 287.8125 in.

Ap_Vert = Vertical Projected Area of Roof = pt*OD^2/48 = 1.5*48^2/48 = 72 ft^2

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

Xw = Moment Arm of UPLIFT wind force on roof = 0.5*OD = 0.5*48 = 24 ft Ap = Projected Area of roof for wind moment = PI*R^2 = PI*24^2 = 1,810 ft^2

Roof_Area = 36*PI*OD^2/COS(Theta) = 36*PI*(48)^2/COS(7.1250) = 262,604 in^2

Weight = (Density)(t)(Roof_Area) = (0.2833)(1.2579)(262,604) = 93,582 lbf (New) = 90,607 lbf (Corroded)

< Uplift on Tank > (per API-650 F.1.2)

For conical or dish bottom tank with self supported roof, Net_Uplift = Minus Corroded weight of shell and roof plates. = -151,720 lbf

Since Tank does not have flat bottom, Uplift Case per API-650 1.1.1 does not apply.

ME = 28,799,999/28,799,999 = 1 (per API-650 App. M.5.1)

t-Calc1 = ME * SQRT[T/45]*OD/(400*SIN(Theta)) + CA = 1 * SQRT[71.32/45]*48/(400*SIN(7.1250)) + 0.04 = 1.2579 in.

t-Calc2 = ME * SQRT[U/45]*OD/(460*SIN(Theta)) + CA = 1 * SQRT[71.32/45]*48/(460*SIN(7.1250)) + 0.04 = 1.0991 in.

t-Calc = MAX(t-Calc1,t-Calc2) = 1.2579 in.

Max_f (due to roof thickness) = 400*SIN(Theta)*(t-CA)/ME/OD = 400*SIN(7.1250)*(1.2579 - 0.04)/1/48 = 1.2588

Max_T1 (due to roof thickness) = Max_f^2 * 45 = 1.2588^2 * 45 = 71.306lbf/ft^2

P_ext_1 (due to roof thickness) = -2.5 * [(Max_T1 - DL - Max(Snow_Load,Lr)] / 144 = -2.5 * [(71.306 - 51.32 - Max(0,20)] / 144 = 0.0002, since cannot be positive, = 0 PSI (due to roof thickness)

P_max_ext = 0 PSI or 0 IN. H2O

* * Warning * *Max. Roof t (less c.a.) limited to 0.5 in.

(From API-650 Figure F-2) Wc = 0.6 * SQRT[Rc * (t-CA)] (Top Shell Course) = 0.6 * SQRT[287.8125 * (0.1875 - 0)] = 4.4076 in.

(From API-650 Figure F-2) Wh = 0.3 * SQRT[R2 * (t-CA)] (or 12", whichever is less) = 0.3 * SQRT[2,322 * (1.2579 - 0.04)] = MIN(15.9533, 12) = 12 in.

Top End Stiffener: NONE Aa = (Cross-sectional Area of Top End Stiffener) = 0 in^2

Ashell = Contributing Area due to shell plates = Wc*(t_shell - CA) = 4.4076 * (0.1875 - 0) = 0.826 in^2

Aroof = Contributing Area due to roof plates = Wh*(t_roof - CA) = 12 * (1.2579 - 0.04) = 14.615 in^2

A = Actual Part. Area of Roof-to-Shell Juncture (per API-650) = Aa + Aroof + Ashell = 0 + 14.615 + 0.826 = 15.441 in^2

( Frangible Roof Design per API-650 Section 5.10.2.6.a.5 )

DLs = Force due to corroded weight of shell plus Minimum Liquid = 61,113 + 0 = 61,113 lbf

Afr = Maximum Participating Area = DLs/[201000*TAN(Theta)] = (61,113)/(201000*TAN(7.1250)) = 2.432 in^2

t.required = t-Calc = 1.2579 in.

< ROOF DESIGN SUMMARY >

t.required = 1.2579 in. t.actual = 1.2579 in.

P_max_internal = 999 PSI or 27685.91 IN. H2O P_max_external = 0 PSI or 0 IN. H2O

* * Warning * * Frangible Roof: Actual Cross-sectional Area of Roof-to-Shell Juncture is Greater than Allowed by API-650 Section 5.10.2.6.a.5. Either Decrease Roof or Top Shell Course Thickness, or use a Smaller Top Comp. Ring.

**WARNING**Actual Cross-sectional Area of Roof-to-Shell Juncture is Greater than Allowed by API-650 Section 5.10.2.6.a.5.Either Decrease Roof or Top Shell Course Thickness, oruse a Smaller Top Comp. Ring.

SHELL COURSE RE-RATING (Bottom Course is #1)

Course # 1; Material: A-36; Width = 53ft

API-653 ONE FOOT METHOD

Sd = 24,882 PSI (allowable design stress per API-653 4.3.3.1)

RE-RATE CONDITION G = 1 (per API-653)

< Re-Rate Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 52.5 + 2.31*0/1 = 52.5ft

t-Calc = 2.6*OD*(H' - 1)*G/(Sd*E) + CA (per API-653) = 2.6*48*(52.5 - 1)*1/(24,882*1) + 0 = 0.2583 in.

hMax_1 = E*Sd*(t_1 - CA_1)/(2.6*OD*G) + 1 = 1*24,882*(0.1875 - 0) / (2.6 * 48 * 1) + 1 = 38.3828 ft.

Pmax_1 = (hMax_1 - H) * 0.433 * G = (38.3828 - 52.5) * 0.433 * 1 = -6.1127 PSI

Pmax_int_shell = Pmax_1 Since Pmax_int_shell < 0, Pmax_int_shell = 0 PSI

HYDROSTATIC TEST CONDITION

< Re-Rate Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 52.5 + 2.31*0/1 = 52.5ft

t.test = 2.6*48*(52.5 - 1)/(27,400*1) = 0.2346 in.

Wtr = Transposed Width of each Shell Course = Width*[ (t-ca)_thinnest / (t-ca)_course ]^2.5

Since there is only 1 Shell Course, Wtr = 53 ft.

INTERMEDIATE WIND GIRDERS (API 650 Section 5.9.7) V (Wind Speed) = 100 mph Ve = vf = Velocity Factor = (vs/120)^2 = (100/120)^2 = 0.6944 Re-Rate PV = 0 PSI, OR 0 In. H2O

Z = Required Top Comp Ring Section Modulus (per API-650 5.1.5.9.e)

= 0 in^3 Top Comp. Ring is not required for Self-Supported Roofs if the requirements of either Section 5.10.5 or 5.10.6 are met.

(PER API-650 Section 5.9.7)

* * * NOTE: Using the thinnest shell course, t_thinnest, instead of top shell course.

* * * NOTE: Subtracting corrosion allowance per user setting.

ME = 28,799,999/28,799,999 = 1

Hu = Maximum Height of Unstiffened Shell = {ME*600,000*(t-ca)_thinnest*SQRT[(t-ca)_thinnest/OD]^3} / Ve) = {1*600,000*(0.1875)*SQRT[(0.1875)/48]^3} / 0.6944 = 39.5508 ft

Wtr = Transposed Width of each Shell Course = Width*[ (t-ca)_thinnest / (t-ca)_course ]^2.5

Since there is only 1 Shell Course, Wtr = 53 ft.

L_0 = Hts/# of Stiffeners + 1 = 53/1 = 53 ft.

Req'd Number of Intermediate Wind Girders = 1, Rounded to 1 Actual Number of Intermediate Wind Girders = 0

Zi (Req. Wind Gird. Z) = (0.0001)(Ve)(L0)(OD^2) = (0.0001)(0.6944)(53)(48^2) = 8.48 in^3

Actual Zi = 0 (No Wind Girder Selected, but One Required)

Parameter Still Required: Int Wind Girder Type, since Required Number of Int. Wind Girders > 0.

SHELL COURSE #1 SUMMARY-------------------------------------------

Pmax_int_shell = 0 since hMax_1 < H

t-Calc = MAX(t-Calc_650, t_min_ext, t.seismic) = MAX(0.2583, 0, 0) = 0.2583 in.

Course Minimum t shall not be less than 0.1" + CA (per API-653 Section 4.3.3.1)

t-653min = 0.1 in.

t.required = MAX(t.design, t.min653) = MAX(0.2583,0.1) = 0.2583 in.

* * Warning * * t.actual < t.required < API-653 4.3.2.1 > t1 (lowest average thickness in the shell course) t1 must be >= t.required = 0.2583 in. t2 (least min. thickness in an area of shell course) t2 must be >= 0.6*(t.required - CA) + CA = 0.154980 in. t.actual = 0.1875 in.

Weight = Density*PI*[(12*OD) - t]*12*Width*t = 0.2833*PI*[(12*48)-0.1875]*12*53*0.1875 = 61,113 lbf (New) = 61,113 lbf (Corroded)

CONICAL BOTTOM HEADMaterial : A-283 Gr C

pt = 6 in/ft (Bottom Cone Pitch)

TAN(Theta) = pt/12 = 0.5Theta = 26.5651 degrees (angle of cone to the horizontal)Alpha = 63.4349 degrees (1/2 the included apex angle of cone)

R2 = 6*OD/SIN(Theta) = 643.99 in.Rc = R3 = OD/2 = 288 in.

Wc = 0.6*SQRT[Rc(t - CA)] (Bottom Shell Course) = 0.6*SQRT[(288)(0.1875 - 0)] = 4.41 in. (per API-620 Section 5.12.4.2, Eq.25)

Wh = 0.6*SQRT[R2(t - CA)] (Bottom Plate) = 0.6[(643.99)(0.25 - 0)] = 7.6131 in. (per API-620 Section 5.12.4.2 Eq. 24)

Aa = 0 (No Bottom End Stiffener for this design)

At = PI*OD^2/4*144 = PI*48^2/4*144 = 260,576 in^2 (Cross-Sectional Area of Bottom at Shell)

Bottom_Area = 36*PI*(OD-t)^2/COS(Theta) = 36*PI*(48-0.25)^2/COS(0.4636) = 291,080 in^2

Weight = Density * t.actual * Bottom_Area = 0.2833 * 0.25 * 291,080 = 20,616 lbf (New) = 20,616 lbf (Corroded)

< API-620, Unless Otherwise Noted >

A = Actual Part. Area of Bottom-to-Shell Juncture (per API-620) = Aa + Wc*(t_shell - CA) + Wh*(t_bottom - CA) = 0 + (4.41)(0.1875) + (7.6131)(0.25) = 2.73 in^2

< Internal Pressure @ Bottom-Head Edge; h = 52.5 ft. >

W = (Bottom Plates + Dead Load + Fixed Load + Product Weight) = 20,616 + 0 + 0 + 241,468 = 262,084 lbf

W/At = (262,084 / 260,576) = 1.0058 PSI

P = P_Entered + P_Liquid = 0 + 22.7325 = 22.7325 PSI or 630.00 IN. H20

T1 = R3/[2*COS(Alpha)]*(P + W/At) = 288/[2*COS(63.4349)]*(22.7325 + 1.0058) = 7,644 lbf/in

T2 = R3/COS(Alpha)*(P + W/At) = 288/COS(63.4349)*(22.7325 + 1.0058) = 15,287 lbf/in

< API-620 > Minimum thickness (t) requirement:

(Per 5.10.3.2) T = MAX(T1, T2) = 15,287 lb./in.

Sts = 15,200 PSI (Allowable Tensile Stress per API-620 Table 5-1)

t-Calc = T/(Sts*E) + CA = 15,287/(15,200*1) + 0 = 1.0057 in.

t-Calc = 1.0057 in.

Since t.actual < T620, Back-Calculating Pmax using t.actual as target, and T620 routine... Entry Condition: P_x = 22.7325 PSI, t-620 = 1.0057 Exit Condition: P_x = 4.894, t-620 = 0.25

P_max_int = 0PSI, or 0 IN. H2O (limited by Bottom Plate, without Liquid Head)

T2s = P*R3 = (22.7325)(288) = 6,547 lbf/in

Q = (T2)(Wh) + (T2s)(Wc) - (T1)(Rc)(SIN(Alpha)) = (15,287)(7.6131)+(6,547)(4.41)-(7,644)(288)(SIN(63.4349)) = -1,823,696 lbf

A_min = Minimum Participating Area ( per API-620 5.12.4.3 Eq. 27) = -Q/Scs = -1,823,696/15,000 = 121.58 in^2

Since Actual Area is Less than A_min,

Back-Calculating PmaxQ using Actual Area (A-620) as target... Entry Condition: P_x = 1, A-620 = 121.58 Exit Condition: P_x = 0., A-620 = 5.238

P_max_int_Q = 0 PSI (limited by Actual Participating Area, without Liquid Head)

P_max_int = MIN(P_max_int, P_max_int_Q) = 0PSI, or 0 IN. H2O

< External Pressure - Empty >

W = (Bottom Plates) = 20,616 lbf W/At = (20,616 / 260,576) = 0.0791 PSI P = PV_Entered = 0 PSI or 0 IN. H20

T1 = R3/[2*COS(Alpha)]*(P + W/At) = 288/[2*COS(63.4349)]*(0 + 0.0791) = 25.47 lbf/in

T2 = R3/COS(Alpha)*(P + W/At) = 288/COS(63.4349)*(0 + 0.0791) = 50.94 lbf/in

< API-620 > Minimum thickness (t) requirement:

(Per 5.10.3.2) T = MAX(T1, T2) = 50.9 lb./in.

Sts = 15,200 PSI (Allowable Tensile Stress per API-620 Table 5-1)

t-Calc = T/(Sts*E) + CA = 50.9/(15,200*1) + 0 = 0.0033 in.

t-Calc = 0.0033 in.

Since t.actual > T620, Back-Calculating Pmax using t-Calc as target, and T620 routine... Entry Condition: V_x = 0 PSI, t-620 = 0.0033 Exit Condition: V_x = -0.38, t-620 = 0.2498

P_max_ext = -0.38 PSI, or -10.53 IN. H2O (due to Bottom Plate)

T2s = P*R3 = (0)(288) = 0 lbf/in

Q = (T2)(Wh) + (T2s)(Wc) - (T1)(Rc)(SIN(Alpha)) = (50.94)(7.6131)+(0)(4.41)-(25.47)(288)(SIN(63.4349)) = -6,173 lbf

A_min = Minimum Participating Area ( per API-620 5.12.4.3 Eq. 27) = -Q/Scs = -6,173/15,000 = 0.412 in^2

Back-Calculating PmaxQ using Actual Area (A-620) as target... Entry Condition: P_x = -1, A-620 = 0.412 Exit Condition: P_x = -0.62, A-620 = 2.73

P_max_ext_Q = -0.62 PSI, or -17.18 IN. H2O (due to Actual Participating Area)

P_max_ext = MAX(P_max_ext,P_max_ext_Q) = -0.38PSI, or -10.53 IN. H2O

t-Calc = MAX(t_internal, t_external) = MAX(1.0057,0.0033) = 1.0057 in.

Pr = Max Bottom Load = Max(ABS(T1), ABS(T2)) = 50.94 = 50.94 lbf/ft^2 t_Cone = OD/SIN(Theta)*SQRT[Pr/(0.248*E)] = 48/SIN(26.5651)*SQRT[50.94/(0.248*28,799,999)] = 0.2866 in.

t_Cone = MAX(t-Calc, t_Cone) = MAX(1.0057, 0.2866) = 1.0057 in.

Ac = (Required Part. Area of Bottom-to-Shell Juncture) = MAX(121.58,0.412) = 121.58 in^2

A = Actual Part. Area of Bottom-to-Shell Juncture = 2.73 in^2

No Bottom End Stiffener Specified.

* * Warning * * Btm. End Stiffener Area Req'd = 118.85 in^2 Select a bottom end stiffener with area >= 118.85 in^2

* * Warning * *Bottom Stiffener Area Req'd = 118.85 in^2.

NOTE: ADDITIONAL STIFFNESS PROVIDED BY LEGS WELDED AT BOTTOM-TO-SHELL JUNCTURE, OR BRACING AGAINST BOTTOM HEAD HAS NOT BEEN FACTORED IN.

< BOTTOM DESIGN SUMMARY >

Head Area = 291,080 in^2 Head Volume = 28,953 ft^3 Plate Weight = 20,616 lbf Entered Dead Load = 0 lbf/ft^2 Fixed Load = 0 lbf Liquid Weight = 241,468 LBF t.required = t-Calc = 1.0057 in. t.actual = 0.25 in.

P_max_internal = 0 PSI P_max_external = -0.38 PSI

NET UPLIFT DUE TO INTERNAL PRESSURE (See roof report for calculations) Net_Uplift = -151,720 lbf Anchorage NOT required for internal pressure.

WIND MOMENT (Per API-650 SECTION 5.11)

vs = Wind Velocity = 100 mph vf = Velocity Factor = (vs/120)^2 = (100/120)^2 = 0.6944

Wind_Uplift = Iw * 30 * vf = 1 * 30 * 0.6944 = 20.8333 lbf/ft^2

API-650 5.2.1.k Uplift Check P_F41 = WCtoPSI(0.962*Fy*A*TAN(Theta)/D^2 + 8*t_h) P_F41 = WCtoPSI(0.962*30,000*15.441*0.125/48^2 + 8*1.2179) = 1.2239 PSI Limit Wind_Uplift/144+P to 1.6*P_F41 Wind_Uplift/144 + P = 0.1447 PSI 1.6*P_F41 = 1.9582 PSI

Wind_Uplift/144 + P = MIN(Wind_Uplift/144 + P, 1.6*P_F41) Wind_Uplift/144 = MIN(Wind_Uplift/144, 1.6*P_F41 - P) Wind_Uplift = MIN(Wind_Uplift, (1.6*P_F41 - P) * 144) = MIN(20.8333,281.9866) = 20.8333 lbf/ft^2

Ap_Vert = Vertical Projected Area of Roof = pt*OD^2/48 = 1.5*48^2/48 = 72 ft^2

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

Xw = Moment Arm of UPLIFT wind force on roof = 0.5*OD = 0.5*48 = 24 ft Ap = Projected Area of roof for wind moment = PI*R^2 = PI*24^2 = 1,810 ft^2

M_roof (Moment Due to Wind Force on Roof) = (Wind_Uplift)(Ap)(Xw) = (20.8333)(1,810)(24) = 904,778 ft-lbf

Xs (Moment Arm of Wind Force on Shell) = H/2 = (53)/2 = 26.5 ft

As (Projected Area of Shell) = H*(OD + t_ins / 6) = (53)(48 + 0/6) = 2,544 ft^2

M_shell (Moment Due to Wind Force on Shell) = (Iw)(vf)(18)(As)(Xs) = (1)(0.6944)(18)(2,544)(26.5) = 842,700 ft-lbf

Mw (Wind moment) = M_roof + M_shell = 904,778 + 842,700 = 1,747,478 ft-lbf

W = Net weight (PER API-650 5.11.3) (Force due to corroded weight of shell and shell-supported roof plates less 40% of F.1.2 Uplift force.)

= W_shell + W_roof - 0.4*P*(PI/4)(144)(OD^2) = 61,113 + 90,607 - 0*(PI/4)(144)(48^2) = 151,720 lbf

RESISTANCE TO OVERTURNING (per API-650 5.11.2)

Not Applicable, because Tank bottom is not flat and resting on a foundation.

RESISTANCE TO SLIDING (per API-650 5.11.4) Not Applicable, because Tank bottom is not flat and resting on a foundation.

Anchorage NOT required since Criteria 1, Criteria 2, and SlidingARE acceptable.

ANCHOR BOLT DESIGN

Bolt Material : A-193 Gr B7 Sy = 105,000 PSI

< Uplift Load Cases, per API-650 Table 5-21b >

D (tank OD) = 48 ft P (design pressure) = 0 INCHES H2O Pt (test pressure per F.4.4) = P = 0 INCHES H2O Pf (failure pressure per F.6) = N.A. (see Uplift Case 3 below) t_h (roof plate thickness) = 1.2579 in. Mw (Wind Moment) = 1,747,478 ft-lbf Mrw (Seismic Ringwall Moment) = 0 ft-lbf 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 Self Supported Roof, W1 = Corroded Shell + Shell Insulation = 61,113 + 0 = 61,113 lbf W2 = Corroded Shell + Shell Insulation + Corroded Roof Plates + Roof Dead Load = 61,113 + 0 + 90,607 + 262,604 * 0.0037/144 = 151,727 lbf W3 = New Shell + Shell Insulation = 61,113 + 0 = 61,113 lbf

Uplift Cases 1 to 3 are N.A.

Uplift Case 4: Wind Load Only PWR = Wind_Uplift/5.208 = 20.8333/5.208 = 4.0003 IN. H2O PWS = vF * 18 = 0.6944 * 18 = 12.5 lbf/ft^2 MWH = PWS*(D+t_ins/6)*H^2/2 = 12.5*(48+0/6)*53^2/2 = 842,700 ft-lbf U = PWR * D^2 * 4.08 + [4 * MWH/D] - W2 = 4.0003*48^2*4.08+[4*842,700/48]-151,727 = -43,898 lbf bt = U / N = -2,744 lbf

Sd = 0.8 * 105,000 = 84,000 PSI A_s_r = Bolt Root Area Req'd A_s_r = N.A., since Load per Bolt is zero.

Uplift Case 5: Seismic Load Only U = [4 * Mrw / D] - W2*(1-0.4*Av) U = [4 * 0 / 48] - 151,727*(1-0.4*0) = -151,727 lbf bt = U / N = -9,483 lbf

Sd = 0.8 * 105,000 = 84,000 PSI A_s_r = Bolt Root Area Req'd A_s_r = N.A., since Load per Bolt is zero.

Uplift Cases 6 and 7 are N.A.

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 >

Bolt Root Area Req'd = 0 in^2

d = Bolt Diameter = 1 in. n = Threads per inch = 8 A_s = Actual Bolt Root Area = 0.7854 * (d - 1.3 / n)^2 = 0.7854 * (1 - 1.3 / 8)^2 = 0.5509 in^2

Exclusive of Corrosion, Bolt Diameter Req'd = 0.065 in. (per ANSI B1.1)

Actual Bolt Diameter = 1.000 in.

Bolt Diameter Meets Requirements.

No Anchorage Required.Anchorage Meets Spacing Requirements.

ANCHOR BOLT CHAIRS NOT SPECIFIED.

NORMAL & EMERGENCY VENTING (API-2000)

Contents : Base Oil Tank OD = 48 ft Tank Shell Height = 53 ft Tank Design Temp. = 184 F

Q1 (Maximum Movement Out of Tank) (per Section 4.3.2.1.1)

= 5.6 CFH Air per 42 GPH outflow = (5.6/42)*3,300*60 = 26,400 CFH, or 440 CFM free air

Q2 (Thermal Inbreathing) (per Section 4.3.2.1.2)

= 22,822 CFH, or 380. CFM free air (Table 2A Column 2)

Total Vacuum Relief Required = Q1 + Q2 = 49,222 CFH, or 820. CFM

Q1 (Maximum Movement Into Tank) (per Section 4.3.2.2.1)

= 6 CFH Air per 42 GPH inflow = (6/42)*3,300*60 = 28,286 CFH, or 471. CFM free air

Q2 (Thermal Outbreathing) (per Section 4.3.2.2.2)

= 14,117 CFH, or 235 CFM free air (Table 2A Column 3)

Total Pressure Relief Required = Q1 + Q2 = 42,403 CFH, or 707. CFM

CAPACITIES and WEIGHTS

Maximum Capacity (to upper TL) : 716,497 gal Design Capacity (to Max Liquid Level) : 709,738 gal Minimum Capacity (to Min Liquid Level) : 0 gal NetWorking Capacity (Design - Min.) : 709,738 gal

New Condition Corroded ----------------------------------------------------------- Shell 61,113 lbf 61,113 lbf Roof Plates 93,582 lbf 90,607 lbf Bottom 20,616 lbf 20,616 lbf Stiffeners 0 lbf 0 lbf Nozzle Wgt 0 lbf 0 lbf Misc Roof Wgt 0 lbf 0 lbf Misc Shell Wgt 0 lbf 0 lbf Insulation 0 lbf 0 lbf ----------------------------------------------------------- Total 175,311 lbf 172,336 lbf

Weight of Tank, Empty : 175,311 lbfWeight of Tank, Full of Product (SG=1): 6,396,233 lbfWeight of Tank, Full of Water : 6,396,233 lbfNet Working Weight, Full of Product : 6,339,826 lbfNet Working Weight, Full of Water : 6,339,826 lbf

Foundation Area Req'd : 1,810 ft^2

Foundation Loading, Empty : 96.86 lbf/ft^2Foundation Loading, Full of Product (SG=1) : 3,534 lbf/ft^2Foundation Loading, Full of Water : 3,534 lbf/ft^2

SURFACE AREASRoof 1,824 ft^2Shell 7,992 ft^2Bottom 2,023 ft^2

Wind Moment 1,747,478 ft-lbfSeismic Moment 0 ft-lbf

MISCELLANEOUS ATTACHED ROOF ITEMS

MISCELLANEOUS ATTACHED SHELL ITEMS

MAWP & MAWV SUMMARY FOR NEW JOB 1

MAXIMUM CALCULATED INTERNAL PRESSURE

MAWP = 2.5 PSI or 69.28 IN. H2O (per API-650 App. F.1.3 & F.7)

MAWP = Maximum Calculated Internal Pressure (due to shell) = 0 PSI or 0 IN. H2O

MAWP = Maximum Calculated Internal Pressure (due to roof) = 999 PSI or 27,686 IN. H2O

MAWP = Maximum Calculated Internal Pressure (due to bottom) = 0 PSI or 0 IN. H2O

TANK MAWP = 0 PSI or 0 IN. H2O

MAXIMUM CALCULATED EXTERNAL PRESSURE

MAWV = -1 PSI or -27.71 IN. H2O (per API-650 V.1)

MAWV = Maximum Calculated External Pressure (due to shell) = -0.0345 PSI or -0.96 IN. H2O

MAWV = Maximum Calculated External Pressure (due to roof) = 0 PSI or 0 IN. H2O

MAWV = Maximum Calculated External Pressure (due to bottom plate) = -0.38 PSI or -10.53 IN. H2O

TANK MAWV = 0 PSI or 0 IN. H2O