Mc-tk-agua-rev 01-metalin.pdf

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PROYECTO:

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EL PRESENTE DOCUMENTO ES PROPIEDAD LEGAL E INTELECTUAL DE TIB SRL., SE PROHIBE REPRODUCIRLO, MODIFICARLO, O TRANSFERIRLO EN SU TOTALIDAD O EN PARTE SIN PREVIA AUTORIZACION ESCRITA

EPC - TANQUE DE AGUA

TITULO DEL PROYECTO:

MEMORIA DE CALCULO TK-01 TAMANO:

ANSI A (8.5" x 11")

PROYECTO NRO:

DOCUMENTO NRO:

PAGINA :

MC-001-TK01-18

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INDICE

1

SUMMARY OF DESIGN DATA AND REMARKS .............................................................. 2

2

ROOF DESIGN .................................................................................................................. 5

3

SHELL COURSE DESIGN ............................................................................................... 13

4

NON-ANNULAR BOTTOM PLATES ................................................................................ 34

5

ANCHOR BOLT DESIGN................................................................................................. 41

6

ANCHORAGE REQUIREMENTS .................................................................................... 46

7

CAPACITIES AND WEIGHTS ...................................................................................... 66

8

MAWP & MAWV SUMMARY ........................................................................................... 68

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SUMMARY OF DESIGN DATA AND REMARKS

Design Basis: API-650 11th Edition, Addendum 2, Nov 2013 1.1

1.2

TANK NAMEPLATE INFORMATION Pressure combination factor

0.4

Design Standard

API-650 11th Edition, Addendum 2, Nov 2013

Appendices Used

F, R

Roof

ASTM A-36: 0.1875 in

Shell (9)

ASTM A-36: 0.1875 in

Shell (8)

ASTM A-36: 0.1875 in

Shell (7)

ASTM A-36: 0.1875 in

Shell (6)

ASTM A-36: 0.1875 in

Shell (5)

ASTM A-36: 0.1875 in

Shell (4)

ASTM A-36: 0.1875 in

Shell (3)

ASTM A-36: 0.1875 in

Shell (2)

ASTM A-36: 0.1875 in

Shell (1)

ASTM A-36: 0.25 in

Bottom (3)

ASTM A-36: 0.25 in

Bottom (2)

ASTM A-36: 0.25 in

Bottom (1)

ASTM A-36: 0.25 in

SUMMARY OF DATA

Design Internal Pressure = 0 PSI or 0 in H2O Design External Pressure = 0 PSI or 0 in H2O MAWP = 2.5000 PSI or 69.28 in H2O MAWV = -0.1939 PSI or -5.37 in H2O OD of Tank = 3.82 m (12.53 ft) Shell Height = 20.3 m (66.6 ft) S.G. of Contents = 1

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Max. Liq. Level = 20.1 m (66 ft) Min. Liq. Level = 0.0 m (66 ft) Design Temperature = 18 °C (65 °F) Tank Joint Efficiency = 1 Ground Snow Load = 0 KPa (0 lbf/ft^2) Roof Live Load = 138 KPa (20 lbf/ft^2) Design Roof Dead Load = 0 KPa (0 lbf/ft^2) Basic Wind Velocity = 121 kph (75 mph) Wind Importance Factor = 1 Using Seismic Method: NONE NOTE 1: Tank is not subject to API-650 Appendix F.7 1.3

SUMMARY OF RESULTS

1.3.1 Shell Material Summary Shell #

Width m (ft)

Material

Sd MPa (Ksi)

St MPa (Ksi)

Weight N (lbf)

CA mm (in)

9

2.25 (7.4)

ASTM A-36

160 (23.2)

171 (24.9)

9897 (2225)

0.0 (0.0)

8

2.25 (7.4)

ASTM A-36

160 (23.2)

171 (24.9)

9897 (2225)

0.0 (0.0)

7

2.25 (7.4)

ASTM A-36

160 (23.2)

171 (24.9)

9897 (2225)

0.0 (0.0)

6

2.25 (7.4)

ASTM A-36

160 (23.2)

171 (24.9)

9897 (2225)

0.0 (0.0)

5

2.25 (7.4)

ASTM A-36

160 (23.2)

171 (24.9)

9897 (2225)

0.0 (0.0)

4

2.25 (7.4)

ASTM A-36

160 (23.2)

171 (24.9)

9897 (2225)

0.0 (0.0)

3

2.25 (7.4)

ASTM A-36

160 (23.2)

171 (24.9)

9897 (2225)

0.0 (0.0)

2

2.25 (7.4)

ASTM A-36

160 (23.2)

171 (24.9)

9897 (2225)

0.0 (0.0)

1

2.25 (7.4)

ASTM A-36

160 (23.2)

171 (24.9)

13193 (2966)

0.0 (0.0)

Total Weight: 92371 N (20 766 lbf)

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1.3.2 Shell API 650 Summary Shell #

t design mm (in)

t test mm (in)

t external mm (in)

t seismic mm (in)

t required mm (in)

t actual mm (in)

9

0.22 (0.009)

0.21 (0.0084)

NA

NA

4.76 (0.1875)

4.76 (0.1875)

8

0.48 (0.019)

0.459 (0.0181)

NA

NA

4.76 (0.1875)

4.76 (0.1875)

7

0.75 (0.0298)

0.70 (0.0277)

NA

NA

4.76 (0.1875)

4.76 (0.1875)

6

1.02 (0.0402)

0.94 (0.0374)

NA

NA

4.76 (0.1875)

4.76 (0.1875)

5

1.28 (0.0506)

1.19 (0.0471)

NA

NA

4.76 (0.1875)

4.76 (0.1875)

4

1.54 (0.0609)

1.44 (0.0568)

NA

NA

4.76 (0.1875)

4.76 (0.1875)

3

1.81 (0.0713)

1.68 (0.0665)

NA

NA

4.76 (0.1875)

4.76 (0.1875)

2

2.07 (0.0817)

1.93 (0.0761)

NA

NA

4.76 (0.1875)

4.76 (0.1875)

1

2.33 (0.0921)

2.17 (0.0858)

NA

NA

5.99 (0.236)

6.35 (0.25)

1.3.3 ROOF Type

Self Supported Conical Roof

Material

ASTM A-36

t required mm (in)

3.79 (0.1494)

t actual mm (in)

4.76 (0.1875)

Roof Joint Efficiency

1

Weight = 4252 N (956 lbf) 1.3.4 BOTTOM

Type

Flat Bottom; Non-Annular *Thre levels

Material

ASTM A-36

t required mm (in)

5.99 (0.236)

t actual mm (in)

6.35 (0.25)

Bottom Joint Efficiency

1

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Weight of Bottom = 5893 N (1 325 lbf) Total Weight of Funds = 17681 N (3975 lbf) 1.3.5 ANCHOR BOLTS Spec/Material

UNC Bolts / ASTM A-193 GR.B7

Size

1.17 in

Quantity

6

1.3.6 TOP END STIFFENER Material

ASTM A-36

Size

L 2in x 2in x 1/4in

Total Weight =440 N (99 lbf) 2

ROOF DESIGN

CONICAL ROOF: A-36

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

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

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Dead_Load = Insulation + Plate_Weight + Added_Dead_Load = (8)(0/12) + 7.6491 + 0 = 7.65 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 = 7.65 + 20 + 0.4*0 = 27.65 lbf/ft^2

e.2b = DL + Pe + 0.4*MAX(Sb,Lr) = 7.65 + 0 + 0.4*20 = 15.65 lbf/ft^2

T = Balanced Roof Design Load (per API-650 Appendix R) = MAX(e.1b,e.2b) = 27.65 lbf/ft^2

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e.1u = DL + MAX(Su,Lr) + 0.4*Pe = 7.65 + 20 + 0.4*0 = 27.65 lbf/ft^2

e.2u = DL + Pe + 0.4*MAX(Su,Lr) = 7.65 + 0 + 0.4*20 = 15.65 lbf/ft^2

U = Unbalanced Roof Design Load (per API-650 Appendix R) = MAX(e.1u,e.2u) = 27.65 lbf/ft^2

Lr_1 = MAX(T,U) = 27.65 lbf/ft^2 pt = Roof Cone Pitch = 2 in/ft Theta = Angle of Cone to the Horizontal = ATAN(pt/12) = ATAN(0.1667) = 9.4623 degrees Alpha = 1/2 the Included Apex Angle of Cone = 80.5377 degrees

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R2 = 6*OD/SIN(Theta) = 457.3 in. Rc = ID/2 = 74.9925 in.

<Weight, Surface Area, and Projected Areas of Roof> Ap_Vert = Vertical Projected Area of Roof = pt*OD^2/48 = 2*12.53^2/48 = 6.542 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*12.53 = 6.265 ft Ap = Projected Area of roof for wind moment = PI*R^2 = PI*6.265^2 = 123.308 ft^2

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Roof_Area = 36*PI*OD^2/COS(Theta) = 36*PI*(12.53)^2/COS(9.4623) = 18 001 in^2 Weight = (Density)(t)(Roof_Area) = (0.2833)(0.1875)(18 001) = 956 lbf (New) = 956 lbf (Corroded) < Uplift on Tank > Per designer, not using API-650 App. F since P = 0

<Minimum Thickness of Roof Plate> ME = 28 799 999/28 799 999 = 1 (per API-650 App. M.5.1)

<Section 5.10.5.1> t-Calc1 = ME * SQRT[T/45]*OD/(400*SIN(Theta)) + CA = 1 * SQRT[27.65/45]*12.53/(400*SIN(9.4623)) + 0 = 0.1494 in.

t-Calc2 = ME * SQRT[U/45]*OD/(460*SIN(Theta)) + CA = 1 * SQRT[27.65/45]*12.53/(460*SIN(9.4623)) + 0 = 0.1299 in.

t-Calc = MAX(t-Calc1,t-Calc2) = 0.1494 in.

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Max_f (due to roof thickness) = 400*SIN(Theta)*(t-CA)/ME/OD = 400*SIN(9.4623)*(0.1875 - 0)/1/12.53 = 0.984

Max_T1 (due to roof thickness) = Max_f^2 * 45 = 0.984^2 * 45 = 43.5715lbf/ft^2

P_ext_1 (due to roof thickness) = -[Max_T1 - DL - 0.4 * Max(Snow_Load,Lr)]/144 = -[43.5715 - 7.65 - 0.4 * Max(0,20)]/144 = -0.1939 PSI or -5.37 IN. H2O

P_max_ext = -0.1939 PSI or -5.37 IN. H2O



(From API-650 Figure F-2) Wc = 0.6 * SQRT[Rc * (t-CA)]

(Top Shell Course)

= 0.6 * SQRT[74.9925 * (0.1875 - 0)] = 2.2499 in.

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(From API-650 Figure F-2) Wh = 0.3 * SQRT[R2 * (t-CA)] (or 12", whichever is less) = 0.3 * SQRT[457.3 * (0.1875 - 0)] = MIN(2.7779, 12) = 2.7779 in.

Top End Stiffener: L2x2x3/16 Aa = (Cross-sectional Area of Top End Stiffener) = 0.715 in^2

Using API-650 Fig. F-2, Detail a End Stiffener Detail

Ashell = Contributing Area due to shell plates = Wc*(t_shell - CA) = 2.2499 * (0.1875 - 0) = 0.422 in^2

Aroof = Contributing Area due to roof plates = Wh*(t_roof - CA) = 2.7779 * (0.1875 - 0) = 0.521 in^2

A = Actual Part. Area of Roof-to-Shell Juncture (per API-650) = Aa + Aroof + Ashell = 0.715 + 0.521 + 0.422 = 1.658 in^2

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MINIMUM PARTICIPATING AREA Cone Roof ( Per API-650 Section 5.10.5.2 ) p = MAX(U,T) Fa = Min(Fy_roof,Fy_shell,Fy_stiff) = Min(36 000,36 000,36 000) = 36 000 psi A_min = Minimum Participating Area = p*D^2/(8*Fa*TAN(Theta)) = 27.65*12.53^2/(8*36 000*TAN(9.4623)) = 0.09 in^2

MaxT_A = Max Roof Load due to Participating Area ( reversing API-650 Section 5.10.5.2 ) = 45*A*3000*SIN(Theta)/OD^2 = 45*1.658*3000*SIN(9.4623)/12.53^2) = 234.377 lbf/ft^2

P_ext_2 (Due to MaxT_A) = -[Max_T1 - DL - 0.4 * Max(Snow_Load,Lr)]/144 = -[234.377 - 7.65 - 0.4 * Max(0,20)]/144 = -1 PSI (Due to Participating Area)

P_max_ext = MAX(-0.1939,-1) = -0.1939 PSI or -5.37 IN. H2O t.required = 0.1494 in.

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ROOF DESIGN SUMMARY

Type

Self Supported Conical Roof

t required mm (in)

3.79 (0.1494)

t actual mm (in)

4.76 (0.1875)

P_max internal

2.5 PSI or 69.28 IN. H2O

P_max external

-19 PSI or -5.37 IN. H2O

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SHELL COURSE DESIGN

VDP Criteria (per API-650 5.6.4.1) L = (6*D*(t-ca))^0.5 = (6*12.53*(0.25-0))^0.5 = 4.3353 H = Max Liquid Level =66.6 ft L / H <= 2

Course # 1 Material: A-36; Width = 7.4 ft. Corrosion Allow. = 0 in. Joint Efficiency = 1

API-650 ONE FOOT METHOD

Sd = 23 200 PSI (allowable design stress per API-650 Table 5-2b) St = 24 900 PSI (allowable test stress)

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DESIGN CONDITION G = 1 (per API-650)

< Design Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 66.6 + 2.31*0/1 = 66.6ft

t-Calc = 2.6*OD*(H' - 1)*G/(Sd*E) + CA (per API-650 5.6.3.2) = 2.6*12.53*(66.6 - 1)*1/(23 200*1) + 0 = 0.0921 in.

hMax_1 = E*Sd*(t_1 - CA_1)/(2.6*OD*G) + 1 = 1*23 200*(0.25 - 0) / (2.6 * 12.53 * 1) + 1 = 179.0343 ft.

Pmax_1 = (hMax_1 - H) * 0.433 * G = (179.0343 - 66.6) * 0.433 * 1 = 48.684 PSI

Pmax_int_shell = Pmax_1

Pmax_int_shell = 48.684 PSI

HYDROSTATIC TEST CONDITION

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< Design Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 66.6 + 2.31*0/1 = 66.6ft

t.test = 2.6*12.53*(66.6 - 1)/(24 900*1) = 0.0858 in.

Course # 2 Material: A-36; Width = 7.4 ft. Corrosion Allow. = 0 in. Joint Efficiency = 1

API-650 ONE FOOT METHOD

Sd = 23 200 PSI (allowable design stress per API-650 Table 5-2b) St = 24 900 PSI (allowable test stress)

DESIGN CONDITION G = 1 (per API-650)

< Design Condition G = 1 >

H' = Effective liquid head at design pressure

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= H + 2.31*P(psi)/G = 59.2 + 2.31*0/1 = 59.2ft

t-Calc = 2.6*OD*(H' - 1)*G/(Sd*E) + CA (per API-650 5.6.3.2) = 2.6*12.53*(59.2 - 1)*1/(23 200*1) + 0 = 0.0817 in.

hMax_2 = E*Sd*(t_2 - CA_2)/(2.6*OD*G) + 1 = 1*23 200*(0.1875 - 0) / (2.6 * 12.53 * 1) + 1 = 134.5257 ft.

Pmax_2 = (hMax_2 - H) * 0.433 * G = (134.5257 - 59.2) * 0.433 * 1 = 32.616 PSI

Pmax_int_shell = Min(Pmax_int_shell, Pmax_2) = Min(48.684, 32.616)

Pmax_int_shell = 32.616 PSI

HYDROSTATIC TEST CONDITION

< Design Condition G = 1 >

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

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= 59.2 + 2.31*0/1 = 59.2ft

t.test = 2.6*12.53*(59.2 - 1)/(24 900*1) = 0.0761 in.

Course # 3 Material: A-36; Width = 7.4 ft. Corrosion Allow. = 0 in. Joint Efficiency = 1

API-650 ONE FOOT METHOD

Sd = 23 200 PSI (allowable design stress per API-650 Table 5-2b) St = 24 900 PSI (allowable test stress)

DESIGN CONDITION G = 1 (per API-650)

< Design Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 51.8 + 2.31*0/1 = 51.8ft

t-Calc = 2.6*OD*(H' - 1)*G/(Sd*E) + CA (per API-650 5.6.3.2) = 2.6*12.53*(51.8 - 1)*1/(23 200*1) + 0

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= 0.0713 in.

hMax_3 = E*Sd*(t_3 - CA_3)/(2.6*OD*G) + 1 = 1*23 200*(0.1875 - 0) / (2.6 * 12.53 * 1) + 1 = 134.5257 ft.

Pmax_3 = (hMax_3 - H) * 0.433 * G = (134.5257 - 51.8) * 0.433 * 1 = 35.8202 PSI

Pmax_int_shell = Min(Pmax_int_shell, Pmax_3) = Min(32.616, 35.8202)

Pmax_int_shell = 32.616 PSI

HYDROSTATIC TEST CONDITION

< Design Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 51.8 + 2.31*0/1 = 51.8ft

t.test = 2.6*12.53*(51.8 - 1)/(24 900*1) = 0.0665 in.

Course # 4

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Material: A-36; Width = 7.4 ft. Corrosion Allow. = 0 in. Joint Efficiency = 1

API-650 ONE FOOT METHOD

Sd = 23 200 PSI (allowable design stress per API-650 Table 5-2b) St = 24 900 PSI (allowable test stress)

DESIGN CONDITION G = 1 (per API-650)

< Design Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 44.4 + 2.31*0/1 = 44.4ft

t-Calc = 2.6*OD*(H' - 1)*G/(Sd*E) + CA (per API-650 5.6.3.2) = 2.6*12.53*(44.4 - 1)*1/(23 200*1) + 0 = 0.0609 in.

hMax_4 = E*Sd*(t_4 - CA_4)/(2.6*OD*G) + 1 = 1*23 200*(0.1875 - 0) / (2.6 * 12.53 * 1) + 1 = 134.5257 ft.

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Pmax_4 = (hMax_4 - H) * 0.433 * G = (134.5257 - 44.4) * 0.433 * 1 = 39.0244 PSI

Pmax_int_shell = Min(Pmax_int_shell, Pmax_4) = Min(32.616, 39.0244)

Pmax_int_shell = 32.616 PSI

HYDROSTATIC TEST CONDITION

< Design Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 44.4 + 2.31*0/1 = 44.4ft

t.test = 2.6*12.53*(44.4 - 1)/(24 900*1) = 0.0568 in.

Course # 5 Material: A-36; Width = 7.4 ft. Corrosion Allow. = 0 in. Joint Efficiency = 1

API-650 ONE FOOT METHOD

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Sd = 23 200 PSI (allowable design stress per API-650 Table 5-2b) St = 24 900 PSI (allowable test stress)

DESIGN CONDITION G = 1 (per API-650)

< Design Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 37. + 2.31*0/1 = 37ft

t-Calc = 2.6*OD*(H' - 1)*G/(Sd*E) + CA (per API-650 5.6.3.2) = 2.6*12.53*(37 - 1)*1/(23 200*1) + 0 = 0.0506 in.

hMax_5 = E*Sd*(t_5 - CA_5)/(2.6*OD*G) + 1 = 1*23 200*(0.1875 - 0) / (2.6 * 12.53 * 1) + 1 = 134.5257 ft.

Pmax_5 = (hMax_5 - H) * 0.433 * G = (134.5257 - 37.) * 0.433 * 1 = 42.2286 PSI

Pmax_int_shell = Min(Pmax_int_shell, Pmax_5)

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= Min(32.616, 42.2286)

Pmax_int_shell = 32.616 PSI

HYDROSTATIC TEST CONDITION

< Design Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 37. + 2.31*0/1 = 37ft

t.test = 2.6*12.53*(37 - 1)/(24 900*1) = 0.0471 in.

Course # 6 Material: A-36; Width = 7.4 ft. Corrosion Allow. = 0 in. Joint Efficiency = 1

API-650 ONE FOOT METHOD

Sd = 23 200 PSI (allowable design stress per API-650 Table 5-2b) St = 24 900 PSI (allowable test stress)

DESIGN CONDITION

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G = 1 (per API-650)

< Design Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 29.6 + 2.31*0/1 = 29.6ft

t-Calc = 2.6*OD*(H' - 1)*G/(Sd*E) + CA (per API-650 5.6.3.2) = 2.6*12.53*(29.6 - 1)*1/(23 200*1) + 0 = 0.0402 in.

hMax_6 = E*Sd*(t_6 - CA_6)/(2.6*OD*G) + 1 = 1*23 200*(0.1875 - 0) / (2.6 * 12.53 * 1) + 1 = 134.5257 ft.

Pmax_6 = (hMax_6 - H) * 0.433 * G = (134.5257 - 29.6) * 0.433 * 1 = 45.4328 PSI

Pmax_int_shell = Min(Pmax_int_shell, Pmax_6) = Min(32.616, 45.4328)

Pmax_int_shell = 32.616 PSI

HYDROSTATIC TEST CONDITION

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< Design Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 29.6 + 2.31*0/1 = 29.6ft

t.test = 2.6*12.53*(29.6 - 1)/(24 900*1) = 0.0374 in.

Course # 7 Material: A-36; Width = 7.4 ft. Corrosion Allow. = 0 in. Joint Efficiency = 1

API-650 ONE FOOT METHOD

Sd = 23 200 PSI (allowable design stress per API-650 Table 5-2b) St = 24 900 PSI (allowable test stress)

DESIGN CONDITION G = 1 (per API-650)

< Design Condition G = 1 >

H' = Effective liquid head at design pressure

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= H + 2.31*P(psi)/G = 22.2 + 2.31*0/1 = 22.2ft

t-Calc = 2.6*OD*(H' - 1)*G/(Sd*E) + CA (per API-650 5.6.3.2) = 2.6*12.53*(22.2 - 1)*1/(23 200*1) + 0 = 0.0298 in.

hMax_7 = E*Sd*(t_7 - CA_7)/(2.6*OD*G) + 1 = 1*23 200*(0.1875 - 0) / (2.6 * 12.53 * 1) + 1 = 134.5257 ft.

Pmax_7 = (hMax_7 - H) * 0.433 * G = (134.5257 - 22.2) * 0.433 * 1 = 48.637 PSI

Pmax_int_shell = Min(Pmax_int_shell, Pmax_7) = Min(32.616, 48.637)

Pmax_int_shell = 32.616 PSI

HYDROSTATIC TEST CONDITION

< Design Condition G = 1 >

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

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= 22.2 + 2.31*0/1 = 22.2ft

t.test = 2.6*12.53*(22.2 - 1)/(24 900*1) = 0.0277 in.

Course # 8 Material: A-36; Width = 7.4 ft. Corrosion Allow. = 0 in. Joint Efficiency = 1

API-650 ONE FOOT METHOD

Sd = 23 200 PSI (allowable design stress per API-650 Table 5-2b) St = 24 900 PSI (allowable test stress)

DESIGN CONDITION G = 1 (per API-650)

< Design Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 14.8 + 2.31*0/1 = 14.8ft

t-Calc = 2.6*OD*(H' - 1)*G/(Sd*E) + CA (per API-650 5.6.3.2) = 2.6*12.53*(14.8 - 1)*1/(23 200*1) + 0 = 0.0194 in.

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hMax_8 = E*Sd*(t_8 - CA_8)/(2.6*OD*G) + 1 = 1*23 200*(0.1875 - 0) / (2.6 * 12.53 * 1) + 1 = 134.5257 ft.

Pmax_8 = (hMax_8 - H) * 0.433 * G = (134.5257 - 14.8) * 0.433 * 1 = 51.8412 PSI

Pmax_int_shell = Min(Pmax_int_shell, Pmax_8) = Min(32.616, 51.8412)

Pmax_int_shell = 32.616 PSI

HYDROSTATIC TEST CONDITION

< Design Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 14.8 + 2.31*0/1 = 14.8ft

t.test = 2.6*12.53*(14.8 - 1)/(24 900*1) = 0.0181 in.

Course # 9

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Material: A-36; Width = 7.4 ft. Corrosion Allow. = 0 in. Joint Efficiency = 1

API-650 ONE FOOT METHOD

Sd = 23 200 PSI (allowable design stress per API-650 Table 5-2b) St = 24 900 PSI (allowable test stress)

DESIGN CONDITION G = 1 (per API-650)

< Design Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 7.4 + 2.31*0/1 = 7.4ft

t-Calc = 2.6*OD*(H' - 1)*G/(Sd*E) + CA (per API-650 5.6.3.2) = 2.6*12.53*(7.4 - 1)*1/(23 200*1) + 0 = 0.009 in.

hMax_9 = E*Sd*(t_9 - CA_9)/(2.6*OD*G) + 1 = 1*23 200*(0.1875 - 0) / (2.6 * 12.53 * 1) + 1 = 134.5257 ft.

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Pmax_9 = (hMax_9 - H) * 0.433 * G = (134.5257 - 7.4) * 0.433 * 1 = 55.0454 PSI

Pmax_int_shell = Min(Pmax_int_shell, Pmax_9) = Min(32.616, 55.0454)

Pmax_int_shell = 32.616 PSI

HYDROSTATIC TEST CONDITION

< Design Condition G = 1 >

H' = Effective liquid head at design pressure = H + 2.31*P(psi)/G = 7.4 + 2.31*0/1 = 7.4ft

t.test = 2.6*12.53*(7.4 - 1)/(24 900*1) = 0.0084 in.

Wtr

= Transposed Width of each Shell Course = Width*[ t_top / t_course ]^2.5

Transforming Courses (1) to (9)

Wtr(1) = 7.4*[ 0.1875/0.25 ]^2.5 = 3.6048 ft

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Wtr(2) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Wtr(3) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Wtr(4) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Wtr(5) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Wtr(6) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Wtr(7) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Wtr(8) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Wtr(9) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Hts (Height of the Transformed Shell) = SUM{Wtr} = 62.8048 ft

INTERMEDIATE WIND GIRDERS (API 650 Section 5.9.7) V (Wind Speed) = 75 mph Ve = vf = Velocity Factor = (vs/120)^2 = (75/120)^2 = 0.3906 Design 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.

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Actual Z = 0.232 in^3 Using L2x2x3/16, Wc = 2.2532

(PER API-650 Section 5.9.7)

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

* * * NOTE: Not subtracting corrosion allowance per user setting.

ME = 28 799 999/28 799 999 =1

Hu = Maximum Height of Unstiffened Shell = {ME*600 000*t_thinnest*SQRT[t_thinnest/OD]^3} / Ve) = {1*600 000*0.1875*SQRT[0.1875/12.53]^3} / 0.3906 = 527.1908 ft

Wtr

= Transposed Width of each Shell Course = Width*[ t_top / t_course ]^2.5

Transforming Courses (1) to (9)

Wtr(1) = 7.4*[ 0.1875/0.25 ]^2.5 = 3.6048 ft Wtr(2) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft

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Wtr(3) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Wtr(4) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Wtr(5) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Wtr(6) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Wtr(7) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Wtr(8) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Wtr(9) = 7.4*[ 0.1875/0.1875 ]^2.5 = 7.4 ft Hts (Height of the Transformed Shell) = SUM{Wtr} = 62.8048 ft

L_0 = Hts/# of Stiffeners + 1 = 62.8048/1 = 62.8 ft.

No Intermediate Wind Girders Needed Since Hu >= L_0

3.1

SHELL COURSE #1 SUMMARY

t Calc mm (in)

2.31 (0.0921)

t 650 min mm (in)

5.99 (0.236)

t required mm (in)

6.35 (0.25)

Weight N (lbf)

13193 (2966)

3.2

SHELL COURSE #2 SUMMARY

t Calc mm (in)

2.05 (0.0817)

t 650 min mm (in)

4.76 (0.1875)

t required mm (in)

4.76 (0.1875)

MEMORIA DE CALCULO PROYECTO: EPC - TANQUE DE AGUA TK - 01 Cód. : MC-001-TK-01-18

Weight N (lbf)

3.3

9897 (2966)

SHELL COURSE #3 SUMMARY

t Calc mm (in)

1.79 (0.0705)

t 650 min mm (in)

4.76 (0.1875)

t required mm (in)

4.76 (0.1875)

Weight N (lbf)

9897 (2225)

3.4

SHELL COURSE #4 SUMMARY

t Calc mm (in)

1.52 (0.0601)

t 650 min mm (in)

4.76 (0.1875)

t required mm (in)

6.35 (0.1875)

Weight N (lbf)

9897 (2225)

3.5

SHELL COURSE #5 SUMMARY

t Calc mm (in)

1.26 (0.0497)

t 650 min mm (in)

4.76 (0.1875)

t required mm (in)

4.76 (0.1875)

Weight N (lbf)

9897 (2225)

3.6

SHELL COURSE #6 SUMMARY

t Calc mm (in)

0.99 (0.0393)

t 650 min mm (in)

4.76 (0.1875)

t required mm (in)

4.76 (0.1875)

Weight N (lbf)

9897 (2225)

Revisión: 1

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3.7

SHELL COURSE #7 SUMMARY

t Calc mm (in)

0.73 (0.0289)

t 650 min mm (in)

4.76 (0.1875)

t required mm (in)

4.76 (0.1875)

Weight N (lbf)

9897 (2225)

3.8

SHELL COURSE #8 SUMMARY

t Calc mm (in)

0.46 (0.0185)

t 650 min mm (in)

4.76 (0.1875)

t required mm (in)

4.76 (0.1875)

Weight N (lbf)

9897 (2225)

3.9

SHELL COURSE #9 SUMMARY

t Calc mm (in)

0.20 (0.0081)

t 650 min mm (in)

4.76 (0.1875)

t required mm (in)

4.76 (0.1875)

Weight N (lbf)

9897 (2225)

4

NON-ANNULAR BOTTOM PLATES Bottom Plate Material : A-36 Annular Bottom Plate Material : A-36

<Weight of Bottom Plate>

Bottom_Area = PI/4*(Bottom_OD)^2 = PI/4*(154.36)^2

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= 18 714 in^2

Weight = Density * t.actual * Bottom_Area = 0.2833 * 0.25 * 18 714 = 1 325 lbf (New) = 1 325 lbf (Corroded)

< API-650 >

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

t_1 : Bottom (1st) Shell Course thickness.

H'= Max. Liq. Level + P(psi)/(0.433) = 66.6 + (0)/(0.433) = 66.6 ft

St = Hydrostatic Test Stress in Bottom (1st) Shell Course = (2.6)(OD)(H' - 1)/t_1 = (2.6)(12.53)(66.6 - 1)/(0.25) = 8 548 PSI. (Within 24900 PSI limit for Non-Annular Bottom)

Sd = Product Design Stress in Bottom (1st) Shell Course = (2.6)(OD)(H' - 1)(G)/(t_1 - ca_1) = (2.6)(12.53)(66.6 - 1)(1)/(0.25) = 8 548 PSI. (Within 23200 PSI limit for Non-Annular Bottom)

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



t_min = 0.236 + CA = 0.236 + 0 = 0.236 in. (per Section 5.4.1)

t-Calc = t_min = 0.236 in.

t-Actual = 0.25 in.

< Vacuum Calculations > (per ASME Section VIII Div. 1)

Weight of Corr. Bottom Plate Resisting External Vacuum

P_btm = 0.2833 * 0.25 = 0.0708 PSI or 1.96 IN. H2O

P_ext = PV + P_btm = 0 + 0.0708 = 0.0708 PSI or 1.96 IN. H2O Since P_ext > 0, P_ext = 0

td_ext = (t-Calc - CA) = (0.0921 - 0) = 0.0921 in.

(1st course)

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ts = (t.actual - CA) (1st course) = (0.25 - 0) = 0.25 in.

C = 0.33 * td_ext / ts = 0.33 * 0.0921 / 0.25 = 0.1216

since C < 0.2, set C = 0.2

t-Vac = OD*SQRT(C*P_ext/SE) + CA = (150.36)*SQRT[(0.2)(0)/(23 200)(1)] + 0 = 0 in.

t-Calc = MAX(t-Calc, t-Vac) = MAX(0.236,0) = 0.236 in.

P_max_external (Vacuum limited by bottom plate thickness) = -([(t - CA)/OD]^2*(S*E/C) + P_btm) = -([(0.25 - 0)/150.36]^2*(23 200*1/0.2) + 0.0708) = -0.3915 PSI or -10.85 IN. H2O

4.1

FLAT BOTTOM: NON-ANNULAR SUMMARY

Material

ASTM A-36

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t required mm (in)

5.99 (0.236)

t actual mm (in)

6.35 (0.25)

4.2

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NET UPLIFT DUE TO INTERNAL PRESSURE

(See roof report for calculations) Net_Uplift = -30 085 lbf Anchorage NOT required for internal pressure. WIND MOMENT (Per API-650 SECTION 5.11) vs = Wind Velocity = 75 mph vf = Velocity Factor = (vs/120)^2 = (75/120)^2 = 0.3906 Wind_Uplift = Iw * 30 * vf = 1 * 30 * 0.3906 = 11.7188 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*36 000*4.232*0.1667/12.53^2 + 8*0.375) = 5.7225 PSI Limit Wind_Uplift/144+P to 1.6*P_F41 Wind_Uplift/144 + P = 0.0814 PSI 1.6*P_F41 = 9.156 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(11.7188,1 318) = 11.7188 lbf/ft^2 Ap_Vert = Vertical Projected Area of Roof = pt*OD^2/48 = 2*12.53^2/48 = 6.542 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*12.53

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= 6.265 ft Ap = Projected Area of roof for wind moment = PI*R^2 = PI*6.265^2 = 123.308 ft^2 M_roof (Moment Due to Wind Force on Roof) = (Wind_Uplift)(Ap)(Xw) = (11.7188)(123.308)(6.265) = 9 053 ft-lbf Xs (Moment Arm of Wind Force on Shell) = H/2 = (66.6)/2 = 33.3 ft As (Projected Area of Shell) = H*(OD + t_ins / 6) = (66.6)(12.53 + 0/6) = 834.498 ft^2 M_shell (Moment Due to Wind Force on Shell) = (Iw)(vf)(18)(As)(Xs) = (1)(0.3906)(18)(834.498)(33.3) = 195 390 ft-lbf

Mw (Wind moment) = M_roof + M_shell = 9 053 + 195 390 = 204 443 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) = 28 173 + 1 912 - 0*(PI/4)(144)(12.53^2) = 30 085 lbf RESISTANCE TO OVERTURNING (per API-650 5.11.2) An unanchored Tank must meet these two criteria: 1) 0.6*Mw + MPi < MDL/1.5 2) Mw + 0.4MPi < (MDL + MF)/2 Mw = Destabilizing Wind Moment = 204 443 ft-lbf MPi = Destabilizing Moment about the Shell-to-Bottom Joint from Design «

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Pressure. = P*(PI*OD^2/4)*(144)*(OD/2) = 0*(3.1416*12.53^2/4)*(144)*(6.265) = 0 ft-lbf MDL = Stabilizing Moment about the Shell-to-Bottom Joint from the Shell and « Roof weight supported by the Shell. = (W_shell + W_roof)*OD/2 = (28 173 + 1 912)*6.265 = 188 483 ft-lbf tb = Bottom Plate thickness less C.A. = 0.375 in. wl = Circumferential loading of contents along Shell-To-Bottom Joint. = 4.67*tb*SQRT(Sy_btm*H_liq) = 4.67*0.375*SQRT(36 000*66) = 2 699 lbf/ft wl = 0.9 * H_liq * OD (lesser value than above) = 0.9*66*12.53 = 744.28 lbf/ft MF = Stabilizing Moment due to Bottom Plate and Liquid Weight. = (OD/2)*wl*PI*OD = (6.265)(744.28)(3.1416)(12.53) = 183 552 ft-lbf Criteria 1 0.6*(204 443) + 0 < 188 483/1.5 Since 122 666 < 125 655, Tank is stable. Criteria 2 204 443 + 0.4 * 0 < (188 483 + 183 552)/2 Since 204 443 >= 186 018, Tank must be anchored. RESISTANCE TO SLIDING (per API-650 5.11.4)

F_wind = vF * 18 * As = 0.3906 * 18 * 834.498 = 5 868 lbf F_friction = Maximum of 40% of Weight of Tank = 0.4 * (W_Roof_Corroded + W_Shell_Corroded +

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W_Btm_Corroded + W_min_Liquid) = 0.4 * (1 912 + 28 173 + 1 988 + 0) = 12 829 lbf No anchorage needed to resist sliding since F_friction > F_wind Anchorage required since Criteria 1, Criteria 2, or Sliding are NOT acceptable. Bolt Spacing = 10 ft, Min # Anchor Bolts = 6 5

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) = 12.53 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) = 0.1875 in. Mw (Wind Moment) = 204 443 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

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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 = 20 766 + 0 = 20 766 lbf W2 = Corroded Shell + Shell Insulation + Corroded Roof Plates + Roof Dead Load = 20 766 + 0 + 956 + 18 001 * 0.0009/144 = 21 722 lbf W3 = New Shell + Shell Insulation = 20 766 + 0 = 20 766 lbf

Uplift Case 1: Design Pressure Only U = [(P - 8*t_h) * D^2 * 4.08] - W1 U = [(0 - 8*0.1875) * 12.53^2 * 4.08] - 20 766 = -21 727 lbf bt = U / N = -3 621 lbf

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Sd = 15 000 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) * 12.53^2 * 4.08] - 20 766 = -21 727 lbf bt = U / N = -3 621 lbf

Sd = 20 000 PSI A_s_r = Bolt Root Area Req'd A_s_r = N.A., since Load per Bolt is zero.

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/5.208 = 11.7188/5.208 = 2.2501 IN. H2O PWS = vF * 18 = 0.3906 * 18

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= 7.0313 lbf/ft^2 MWH = PWS*(D+t_ins/6)*H^2/2 = 7.0313*(12.53+0/6)*66.6^2/2 = 195 390 ft-lbf U = PWR * D^2 * 4.08 + [4 * MWH/D] - W2 = 2.2501*12.53^2*4.08+[4*195 390/12.53]-21 722 = 42 094 lbf bt = U / N = 7 016 lbf

Sd = 0.8 * 105 000 = 84 000 PSI A_s_r = Bolt Root Area Req'd A_s_r = bt/Sd = 7 016/84 000 = 0.084 in^2

Uplift Case 5: Seismic Load Only U = [4 * Mrw / D] - W2*(1-0.4*Av) U = [4 * 0 / 12.53] - 21 722*(1-0.4*0) = -21 722 lbf bt = U / N = -3 620 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 6: Design Pressure + Wind Load U = [(0.4*P + PWR - 8*t_h) * D^2 * 4.08] + [4 * MWH / D] - W1

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= [(0.4*0+2.2501-8*0.1875)*12.53^2 * 4.08]+[4*195 390 / 12.53] - 20 766 = 42 090 lbf bt = U / N = 7 015 lbf

Sd = 20 000 = 20 000 PSI A_s_r = Bolt Root Area Req'd A_s_r = bt/Sd = 7 015/20 000 = 0.351 in^2

Uplift Case 7: Design Pressure + Seismic Load U = [(0.4*P - 8*t_h)*D^2 * 4.08] + [4*Mrw/D] - W1*(1-0.4*Av) U = [(0.4*0-8*0.1875)*12.53^2*4.08]+[4*0/12.53]-20 766*(1-0.4*0) = -21 727 lbf bt = U / N = -3 621 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 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.

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5.1

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ANCHOR BOLT SUMMARY

Bolt Shear Area Req. mm2 (in2)

2.58 (0.004)

Bolt Root Area Req. mm2 (in2)

181.28 (0.281)

Bolt Diameter Req. mm (in)

18.49 (0.728)

Actual Bolt diameter mm (in)

29.74 (1.171)

Threads per inch

7

Actual Bolt Roof Area mm2 (in2)

491.93 (0.7625)

6

ANCHORAGE REQUIREMENTS Wind or Uplift calculations require anchorage, Minimum # Anchor Bolts = 6 per API-650 5.12.3

Actual # Anchor Bolts = 6 Anchorage Meets Spacing Requirements.

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

Entered Parameters

Chair Material: Top Plate Type:

A-240 Type 304 DISCRETE

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Chair Style:

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VERT. TAPERED

a : Top Plate Width

= 8.000 in.

b : Top Plate Length

= 8.000 in.

k : Verical Plate Width

= 4.000 in.

c : Top Plate Thickness

= 0.500 in.

d : Bolt Nominal Diameter

= 1.171 in.

e : Bolt Eccentricity

= 0.250 in.

f : Outside of Top Plate to Hole Edge = 0.750 in. g : Distance Between Vertical Plates h : Chair Height

= 7.000 in.

= 12.000 in.

j : Vertical Plate Thickness

= 0.500 in.

m : Bottom Plate Thickness

= 0.2500 in.

t : Shell Course + Repad Thickness

= 0.5000 in.

r : Nominal Radius to Tank Centerline

= 75.180 in.

Design Load per Bolt: P = 10.52 KIPS (1.5 * Maximum from Uplift Cases)

d = Bolt Diameter = 1.171 in. n = Threads per unit length = 7 TPI A_s = Computed Bolt Root Area = 0.7854 * (d - 1.3 / n)^2 = 0.7854 * (1.171 - 1.3 / 7)^2

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= 0.762 in^2

Bolt Yield Load = A*Sy/1000 (KIPS) = 0.762*105 000/1000 = 80.01 KIPS

Seismic Design Bolt Load = Pa = 3*Pab = 0 KIPS

Anchor Chairs will be designed to withstand Design Load per Bolt.

Anchor Chair Design Load, P = 10.524 KIPS

For Anchor Chair material: A-240 Type 304 Per API-650 Table 5-2b, Sd_Chair = 20 KSI

Since bottom t <= 3/8 in. and Seismic Zone is a Factor, h_min is 12 in.

For Discrete Top Plate, Max. Chair Height Recommended : h <= 3 * a h_max = 3 * 8 = 24 in.

e_min = 0.886 * d + 0.572 = 1.61 in. * * Warning * * e < e_min

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g_min = d + 1 = 2.171 in.

f_min = d/2 + 0.125 = 0.711 in.

c_min = SQRT[P / Sd_Chair / f * (0.375 * g - 0.22 * d)] = SQRT[10.524 / 24 / 0.75 * (0.375 * 7 - 0.22 * 1.171)] = 1.177 in. * * Warning * * c < c_min

j_min = MAX(0.5, [0.04 * (h - c)]) = MAX(0.5, [0.04 * (12.000 - 0.500)]) = 0.5 in.

b_min = e_min + d + 1/4 = 1.610 + 1.171 + 1/4 = 3.031 in.

<Stress due to Top Plate Thickness> S_actual_TopPlate = P / f / c^2 * (0.375 * g - 0.22 * d) = 10.52/0.75/0.5^2 * (0.375 * 7 - 0.22 * 1.171) = 132.88 KSI



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ClearX = Minimum Clearance of Repad from Anchor Chair = MAX(2, 6*Repad_t, 6*t_Shell_1) = MAX(2, 6*0.25, 6*0.25) = 2 in.

Minimum Height = h + ClearX = 14 in. Minimum Width = a + 2*ClearX = 12 in.

<Shell Stress due to Chair Height> (For Discrete Top Plate) S_actual_ChairHeight = P * e / t^2 * F3 where F3 = F1 + F2,

now F1 = (1.32 * z) / (F6 + F7) where F6 = (1.43 * a * h^2) / (r * t) and F7 = (4 * a * h^2)^(1/3) and z = 1 / (F4 * F5 + 1) where F4 = (0.177 * a * m) / SQRT(r * t) and F5 = (m / t)^2

yields F5 = (0.25 / 0.5)^2 = 0.25 yields F4 = (0.177 * 8. * 0.25) / SQRT(75.18 * 0.5) = 0.0577 yields z = 1 / (0.0577 * 0.25 + 1)

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= 0.9858 yields F7 = (4 * 8. * 12.^2)^(1/3) = 16.6407 yields F6 = (1.43 * 8. * 12.^2) / (75.18 * 0.5) = 43.8244 yields F1 = (1.32 * z) / (43.8244 + 16.6407) = 0.0215

now F2 = 0.031 / SQRT(r * t) yields F2 = 0.031 / SQRT(75.18 * 0.5) = 0.0051 yields F3 = 0.0215 + 0.0051 = 0.0266 yields S_actual_ChairHeight = 10.524 * 0.25 / 0.5^2 * 0.0266 = 0.2797 KSI

Maximum Recommended Stress is 25 KSI for the Shell (per API-650 E.6.2.1.2) Sd_ChairHeight = 25 KSI

6.1

ANCHOR CHAIR SUMMARY

S_actual_TopPlate/Sd_Chair = 132.88/29.925 = 444.0% * * Warning * * S_actual_TopPlate Exceeds 105% of Sd_Chair

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Increase Bolt Dia., or Increase f.

S_actual_ChairHeight Meets Design Calculations (within 105% of Sd_ChairHeight) S_actual_ChairHeight/Sd_ChairHeight = 0.2797/25 = 1.1% Q1 (Maximum Movement Out of Tank) (per Section 4.3.2.1.1) = 5.6 CFH Air per 42 GPH outflow = (5.6/42)*0*60 = 0 CFH, or 0 CFM free air Q2 (Thermal Inbreathing) (per Section 4.3.2.1.2) = 1 485 CFH, or 25. CFM free air (Table 2A Column 2) Total Vacuum Relief Required = Q1 + Q2 = 1 485 CFH, or 25. CFM Q1 (Maximum Movement Into Tank) (per Section 4.3.2.3.1) = 12 CFH Air per 42 GPH inflow = (12/42)*0*60 = 0 CFH, or 0 CFM free air Q2 (Thermal Outbreathing) (per Section 4.3.2.3.2) = 1 486 CFH, or 25 CFM free air (Table 2A Column 4) Total Pressure Relief Required = Q1 + Q2 = 1 486 CFH, or 25. CFM

<EMERGENCY VENTING> Max W = 30 ft. For flat bottom tanks, only shell is considered for Wetted Area. Wetted Area = 1 175 ft^2

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(Section 4.3.3.2.2, Design Pressure <= 1 PSI) Qe = 552 875 CFH, or 9215. CFM free air (Table 3A Column 2) x1 = 0.5 (Environment Factor for Drainage) x2 = 1 (Environment Factor for Insulation) Qe = x1*x2*Qe = (0.5)(1)(552 875) = 276 438 CFH NOZZLES & MANWAYS NOZZLES & MANWAYS – TABLE 1A TAG CANT SERVICIO N1 1 ENTRADA N2 1 SALIDA N3 1 SALIDA N4 1 RESERVA N5 1 RESERVA N6 1 SALIDA N7 1 RESERVA N8 1 SALIDA NIVEL DE N9 1 FLUIDO N10 1 RESERVA N11 1 ENTRADA N12 1 RESERVA N13 1 SALIDA N14 1 ENTRADA N15 1 RESERVA NIVEL DE N16 1 FLUIDO

NPS Ø 4" 4" 4" 4" 3" 3" 3" 3"

TIPO SCH SERIE MATERIAL PROYEC. ORIENT. SORF 40 #150 ASTM A-105 175 195° SORF 40 #150 ASTM A-105 175 210° SORF 40 #150 ASTM A-105 175 15° SORF 40 #150 ASTM A-105 175 30° SORF 40 #150 ASTM A-105 150 180° SORF 40 #150 ASTM A-105 150 180° SORF 40 #150 ASTM A-105 150 315° SORF 40 #150 ASTM A-105 150 315°

ELEV 259 259 2550 2550 2935 2935 2935 2935

3" 4" 4" 10" 10" 4" 4"

SORF SORF SORF SORF SORF SORF SORF

40 40 40 40 40 40 40

#150 #150 #150 #150 #150 #150 #150

ASTM A-105 ASTM A-105 ASTM A-105 ASTM A-105 ASTM A-105 ASTM A-105 ASTM A-105

175 175 150 225 225 175 175

120° 240° 255° 270° 270° 60° 75°

11810 11810 11810 12354 12354 20093 20093

3"

SORF

40

#150

ASTM A-105

150

120°

20093

TABLE 1B: NOZZLES & MANWAYS

OBS

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TAG N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16

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CONEXIONES REPAD REPAD FLANGE FACING t Do ENTRADA 0.25 12 SALIDA 0.25 12 SALIDA 0.25 12 RESERVA 0.25 12 RESERVA 0.25 10.5 SALIDA 0.25 10.5 RESERVA 0.25 10.5 SALIDA 0.25 10.5 NIVEL DE FLUIDO 0.25 10.5 RESERVA 0.25 12 ENTRADA 0.25 12 RESERVA 0.25 23 SALIDA 0.25 23 ENTRADA 0.25 12 RESERVA 0.25 12 NIVEL DE FLUIDO 0.25 10.5

< Nozzle Compuerta de ingreso Reinforcement Requirements > (Per API-650 Section 5.8.4 and other references below) NOZZLE Description : 24in. STD RFSO MOUNTED ON ROOF; Elevation = 0 ft. ROOF PARAMETERS: (Per User Setting, t-Basis = API 650 default 1/4 in.) t_c = 0.375 in. t_Basis = 0.25 in. (ROOF MANWAY REF. API-650 FIG 5-16, AND TABLE 5-13) t_rpr = (Repad Required Thickness) = 0.25 in. Based on Roof Manway Size of 24 in., Repad Size (OD) Must be 46in.

< Nozzle N1 Reinforcement Requirements > (Per API-650 Section 3.7.2 and other references below)

REPAD CA 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

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NOZZLE Description : 3in. STD RFSO MOUNTED ON SHELL COURSE 9 ; Elevation = 63 ft. COURSE PARAMETERS: t_cr = 0.0081 in. (Course t-Calc) t_c = 0.25 in. (Course t less C.A.) t_Basis = 0.0081 in. (SHELL NOZZLE REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7) t_rpr (Repad Required Thickness) t_rpr = NOMINAL(A_rpr / D) A_rpr = (Required Area - Available Shell Area - Available Nozzle Neck Area) Required Area = t_Basis * D = 0.0081 * 3.25 = 0.026 in^2 Available Shell Area = (t_c - t_Basis) * D = (0.25 - 0.0081) * 3.25 = 0.786 in^2 Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * « MIN(Sd_n/Sd_s, 1) = [4 * (0.216) + 0.25] * (0.216) * 1 = 0.241 in^2 A_rpr = 0.026 - 0.786 - 0.241 = -1.001 in^2 Since A_rpr <= 0, t_rpr = 0 No Reinforcement Pad required. < Nozzle N10 Reinforcement Requirements > (Per API-650 Section 3.7.2 and other references below) NOZZLE Description : 3in. STD RFSO MOUNTED ON SHELL COURSE 2 ; Elevation = 11 ft.

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COURSE PARAMETERS: t_cr = 0.0809 in. (Course t-Calc) t_c = 0.25 in. (Course t less C.A.) t_Basis = 0.0809 in. (SHELL NOZZLE REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7) t_rpr (Repad Required Thickness) t_rpr = NOMINAL(A_rpr / D) A_rpr = (Required Area - Available Shell Area - Available Nozzle Neck Area) Required Area = t_Basis * D = 0.0809 * 3.25 = 0.263 in^2 Available Shell Area = (t_c - t_Basis) * D = (0.25 - 0.0809) * 3.25 = 0.55 in^2 Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * « MIN(Sd_n/Sd_s, 1) = [4 * (0.216) + 0.25] * (0.216) * 1 = 0.241 in^2 A_rpr = 0.263 - 0.55 - 0.241 = -0.528 in^2 Since A_rpr <= 0, t_rpr = 0 No Reinforcement Pad required. < Nozzle N11 Reinforcement Requirements > (Per API-650 Section 3.7.2 and other references below) NOZZLE Description : 3in. STD RFSO MOUNTED ON SHELL COURSE 2 ; Elevation = 11 ft. COURSE PARAMETERS: t_cr = 0.0809 in. (Course t-Calc) t_c = 0.25 in. (Course t less C.A.) t_Basis = 0.0809 in.

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(SHELL NOZZLE REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7) t_rpr (Repad Required Thickness) t_rpr = NOMINAL(A_rpr / D) A_rpr = (Required Area - Available Shell Area - Available Nozzle Neck Area) Required Area = t_Basis * D = 0.0809 * 3.25 = 0.263 in^2 Available Shell Area = (t_c - t_Basis) * D = (0.25 - 0.0809) * 3.25 = 0.55 in^2 Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * « MIN(Sd_n/Sd_s, 1) = [4 * (0.216) + 0.25] * (0.216) * 1 = 0.241 in^2 A_rpr = 0.263 - 0.55 - 0.241 = -0.528 in^2 Since A_rpr <= 0, t_rpr = 0 No Reinforcement Pad required. < Nozzle N12 Reinforcement Requirements > (Per API-650 Section 3.7.2 and other references below) NOZZLE Description : 3in. STD RFSO MOUNTED ON SHELL COURSE 2 ; Elevation = 11 ft. COURSE PARAMETERS: t_cr = 0.0809 in. (Course t-Calc) t_c = 0.25 in. (Course t less C.A.) t_Basis = 0.0809 in. (SHELL NOZZLE REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7) t_rpr (Repad Required Thickness)

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t_rpr = NOMINAL(A_rpr / D) A_rpr = (Required Area - Available Shell Area - Available Nozzle Neck Area) Required Area = t_Basis * D = 0.0809 * 3.25 = 0.263 in^2 Available Shell Area = (t_c - t_Basis) * D = (0.25 - 0.0809) * 3.25 = 0.55 in^2 Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * « MIN(Sd_n/Sd_s, 1) = [4 * (0.216) + 0.25] * (0.216) * 1 = 0.241 in^2 A_rpr = 0.263 - 0.55 - 0.241 = -0.528 in^2 Since A_rpr <= 0, t_rpr = 0 No Reinforcement Pad required. < Nozzle N13 Reinforcement Requirements > (Per API-650 Section 3.7.2 and other references below) NOZZLE Description : 4in. STD RFSO MOUNTED ON SHELL COURSE 2 ; Elevation = 9 ft. COURSE PARAMETERS: t_cr = 0.0809 in. (Course t-Calc) t_c = 0.25 in. (Course t less C.A.) t_Basis = 0.0809 in. (SHELL NOZZLE REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7) t_rpr (Repad Required Thickness) t_rpr = NOMINAL(A_rpr / D) A_rpr = (Required Area - Available Shell Area - Available Nozzle Neck Area)

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Required Area = t_Basis * D = 0.0809 * 4.25 = 0.344 in^2 Available Shell Area = (t_c - t_Basis) * D = (0.25 - 0.0809) * 4.25 = 0.719 in^2 Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * « MIN(Sd_n/Sd_s, 1) = [4 * (0.237) + 0.25] * (0.237) * 1 = 0.284 in^2 A_rpr = 0.344 - 0.719 - 0.284 = -0.659 in^2 Since A_rpr <= 0, t_rpr = 0 No Reinforcement Pad required. < Nozzle N14 Reinforcement Requirements > (Per API-650 Section 3.7.2 and other references below) NOZZLE Description : 4in. STD RFSO MOUNTED ON SHELL COURSE 2 ; Elevation = 14 ft. COURSE PARAMETERS: t_cr = 0.0809 in. (Course t-Calc) t_c = 0.25 in. (Course t less C.A.) t_Basis = 0.0809 in. (SHELL NOZZLE REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7) t_rpr (Repad Required Thickness) t_rpr = NOMINAL(A_rpr / D) A_rpr = (Required Area - Available Shell Area - Available Nozzle Neck Area) Required Area = t_Basis * D = 0.0809 * 4.25 = 0.344 in^2

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Available Shell Area = (t_c - t_Basis) * D = (0.25 - 0.0809) * 4.25 = 0.719 in^2 Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * « MIN(Sd_n/Sd_s, 1) = [4 * (0.237) + 0.25] * (0.237) * 1 = 0.284 in^2 A_rpr = 0.344 - 0.719 - 0.284 = -0.659 in^2 Since A_rpr <= 0, t_rpr = 0 No Reinforcement Pad required. < Nozzle N2 Reinforcement Requirements > (Per API-650 Section 3.7.2 and other references below) NOZZLE Description : 4in. STD RFSO MOUNTED ON SHELL COURSE 9 ; Elevation = 63 ft. COURSE PARAMETERS: t_cr = 0.0081 in. (Course t-Calc) t_c = 0.25 in. (Course t less C.A.) t_Basis = 0.0081 in. (SHELL NOZZLE REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7) t_rpr (Repad Required Thickness) t_rpr = NOMINAL(A_rpr / D) A_rpr = (Required Area - Available Shell Area - Available Nozzle Neck Area) Required Area = t_Basis * D = 0.0081 * 4.25 = 0.034 in^2 Available Shell Area = (t_c - t_Basis) * D = (0.25 - 0.0081) * 4.25 = 1.028 in^2

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Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * « MIN(Sd_n/Sd_s, 1) = [4 * (0.237) + 0.25] * (0.237) * 1 = 0.284 in^2 A_rpr = 0.034 - 1.028 - 0.284 = -1.278 in^2 Since A_rpr <= 0, t_rpr = 0 No Reinforcement Pad required. < Nozzle N3 Reinforcement Requirements > (Per API-650 Section 3.7.2 and other references below) NOZZLE Description : 4in. STD RFSO MOUNTED ON SHELL COURSE 9 ; Elevation = 63 ft. COURSE PARAMETERS: t_cr = 0.0081 in. (Course t-Calc) t_c = 0.25 in. (Course t less C.A.) t_Basis = 0.0081 in. (SHELL NOZZLE REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7) t_rpr (Repad Required Thickness) t_rpr = NOMINAL(A_rpr / D) A_rpr = (Required Area - Available Shell Area - Available Nozzle Neck Area) Required Area = t_Basis * D = 0.0081 * 4.25 = 0.034 in^2 Available Shell Area = (t_c - t_Basis) * D = (0.25 - 0.0081) * 4.25 = 1.028 in^2 Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * « MIN(Sd_n/Sd_s, 1) = [4 * (0.237) + 0.25] * (0.237) * 1

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= 0.284 in^2 A_rpr = 0.034 - 1.028 - 0.284 = -1.278 in^2 Since A_rpr <= 0, t_rpr = 0 No Reinforcement Pad required. < Nozzle N4 Reinforcement Requirements > (Per API-650 Section 3.7.2 and other references below) NOZZLE Description : 10in. STD RFSO MOUNTED ON SHELL COURSE 6 ; Elevation = 39 ft. COURSE PARAMETERS: t_cr = 0.0393 in. (Course t-Calc) t_c = 0.25 in. (Course t less C.A.) t_Basis = 0.0393 in. (SHELL NOZZLE REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7) t_rpr (Repad Required Thickness) t_rpr = NOMINAL(A_rpr / D) A_rpr = (Required Area - Available Shell Area - Available Nozzle Neck Area) Required Area = t_Basis * D = 0.0393 * 10.25 = 0.403 in^2 Available Shell Area = (t_c - t_Basis) * D = (0.25 - 0.0393) * 10.25 = 2.16 in^2 Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * « MIN(Sd_n/Sd_s, 1) = [4 * (0.365) + 0.25] * (0.365) * 1 = 0.624 in^2 A_rpr = 0.403 - 2.16 - 0.624 = -2.381 in^2

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Since A_rpr <= 0, t_rpr = 0 No Reinforcement Pad required. < Nozzle N5 Reinforcement Requirements > (Per API-650 Section 3.7.2 and other references below) NOZZLE Description : 10in. STD RFSO MOUNTED ON SHELL COURSE 6 ; Elevation = 39 ft. COURSE PARAMETERS: t_cr = 0.0393 in. (Course t-Calc) t_c = 0.25 in. (Course t less C.A.) t_Basis = 0.0393 in. (SHELL NOZZLE REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7) t_rpr (Repad Required Thickness) t_rpr = NOMINAL(A_rpr / D) A_rpr = (Required Area - Available Shell Area - Available Nozzle Neck Area) Required Area = t_Basis * D = 0.0393 * 10.25 = 0.403 in^2 Available Shell Area = (t_c - t_Basis) * D = (0.25 - 0.0393) * 10.25 = 2.16 in^2 Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * « MIN(Sd_n/Sd_s, 1) = [4 * (0.365) + 0.25] * (0.365) * 1 = 0.624 in^2 A_rpr = 0.403 - 2.16 - 0.624 = -2.381 in^2 Since A_rpr <= 0, t_rpr = 0

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No Reinforcement Pad required. < Nozzle N6 Reinforcement Requirements > (Per API-650 Section 3.7.2 and other references below) NOZZLE Description : 4in. STD RFWN MOUNTED ON SHELL COURSE 5 ; Elevation = 36 ft. COURSE PARAMETERS: t_cr = 0.0497 in. (Course t-Calc) t_c = 0.25 in. (Course t less C.A.) t_Basis = 0.0497 in. (SHELL NOZZLE REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7) t_rpr (Repad Required Thickness) t_rpr = NOMINAL(A_rpr / D) A_rpr = (Required Area - Available Shell Area - Available Nozzle Neck Area) Required Area = t_Basis * D = 0.0497 * 4.25 = 0.211 in^2 Available Shell Area = (t_c - t_Basis) * D = (0.25 - 0.0497) * 4.25 = 0.851 in^2 Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * « MIN(Sd_n/Sd_s, 1) = [4 * (0.237) + 0.25] * (0.237) * 1 = 0.284 in^2 A_rpr = 0.211 - 0.851 - 0.284 = -0.924 in^2 Since A_rpr <= 0, t_rpr = 0 No Reinforcement Pad required. < Nozzle N7 Reinforcement Requirements > (Per API-650 Section 3.7.2 and other references below)

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NOZZLE Description : 4in. STD RFSO MOUNTED ON SHELL COURSE 5 ; Elevation = 36 ft. COURSE PARAMETERS: t_cr = 0.0497 in. (Course t-Calc) t_c = 0.25 in. (Course t less C.A.) t_Basis = 0.0497 in. (SHELL NOZZLE REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7) t_rpr (Repad Required Thickness) t_rpr = NOMINAL(A_rpr / D) A_rpr = (Required Area - Available Shell Area - Available Nozzle Neck Area) Required Area = t_Basis * D = 0.0497 * 4.25 = 0.211 in^2 Available Shell Area = (t_c - t_Basis) * D = (0.25 - 0.0497) * 4.25 = 0.851 in^2 Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * « MIN(Sd_n/Sd_s, 1) = [4 * (0.237) + 0.25] * (0.237) * 1 = 0.284 in^2 A_rpr = 0.211 - 0.851 - 0.284 = -0.924 in^2 Since A_rpr <= 0, t_rpr = 0 No Reinforcement Pad required. < Nozzle N8 Reinforcement Requirements > (Per API-650 Section 3.7.2 and other references below) NOZZLE Description : 3in. STD RFSO MOUNTED ON SHELL COURSE 5 ; Elevation = 36 ft.

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COURSE PARAMETERS: t_cr = 0.0497 in. (Course t-Calc) t_c = 0.25 in. (Course t less C.A.) t_Basis = 0.0497 in. (SHELL NOZZLE REF. API-650 TABLE 5-6, AND FOOTNOTE A OF TABLE 5-7) t_rpr (Repad Required Thickness) t_rpr = NOMINAL(A_rpr / D) A_rpr = (Required Area - Available Shell Area - Available Nozzle Neck Area) Required Area = t_Basis * D = 0.0497 * 3.25 = 0.162 in^2 Available Shell Area = (t_c - t_Basis) * D = (0.25 - 0.0497) * 3.25 = 0.651 in^2 Available Nozzle Neck Area = [4 * (t_n-ca) + t_c] * (t_n-ca) * « MIN(Sd_n/Sd_s, 1) = [4 * (0.216) + 0.25] * (0.216) * 1 = 0.241 in^2 A_rpr = 0.162 - 0.651 - 0.241 = -0.73 in^2 Since A_rpr <= 0, t_rpr = 0 No Reinforcement Pad required. < Nozzle N9 Reinforcement Requirements > (per API-650 Section 5.7.1.8 and API-620 Section 5.16)

7

CAPACITIES AND WEIGHTS Maximum Capacity (to upper TL) Design Capacity (to Max Liquid Level) Minimum Capacity (to Min Liquid Level) NetWorking Capacity (Design - Min.)

: 61 006 gal : 60 273 gal : 0 gal : 60 273 gal

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New N (lbf)

Corroed N (lbf)

Shell

92371 (20766)

92371 (20766)

Roof Plates

4252 (956)

4252 (956)

Bottom

17681 (3975)

17681 (3975)

Stiffeners

440 (99)

440 (99)

Insulation

0 (0)

0 (0)

TOTAL

107397 (24144)

107397 (24144)

Weight of Tank, Empty Weight of Tank, Full of Product

: 23 144 lbf (SG=1)

:

533 190 lbf

Weight of Tank, Full of Water

: 533 190 lbf

Net Working Weight, Full of Product

: 532 422 lbf

Net Working Weight, Full of Water

: 532 422 lbf

Foundation Area Req'd

:

123 ft^2

Foundation Loading, Empty

:

188.16 lbf/ft^2

Foundation Loading, Full of Product (SG=1)

:

4 335 lbf/ft^2

Foundation Loading, Full of Water

:

4 335 lbf/ft^2

SURFACE AREAS Roof 125 ft^2 Shell 2 622 ft^2 Bottom 123 ft^2 Wind Moment Seismic Moment

204 443 ft-lbf 0 ft-lbf

MISCELLANEOUS ATTACHED ROOF ITEMS MISCELLANEOUS ATTACHED SHELL ITEMS

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MAWP & MAWV SUMMARY 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) = 2.5 PSI or 69.28 IN. H2O

MAWP

= Maximum Calculated Internal Pressure (due to roof) = 2.5 PSI or 69.28 IN. H2O

TANK MAWP = 2.5 PSI or 69.28 IN. H2O 8.2

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) = -0.2186 PSI or -6.06 IN. H2O

MAWV

= Maximum Calculated External Pressure (due to roof) = -0.1939 PSI or -5.37 IN. H2O

MAWV

= Maximum Calculated External Pressure (due to bottom plate) = -0.3915 PSI or -10.85 IN. H2O

TANK MAWV = -0.1939 PSI or -5.37 IN. H2O