Cpp-tank Dsgn Calc-rev c

TABLE OF CONTENT

PAGE

Note : Lifting Lug Design calc is done on separate document

(Please refer to LIFTING LUG DESIGN CALC : Doc No. CPP-CIS-MCPD-201) T-950 ROOF WALL CALC

WEIGHT SUMMARY

CPP-STIFFENER SECTIONAL PROPERTIES NOZZLE THICKNESS CALC - T-950

WIND LOADING - T-950

LOAD AT BASE & TRANSPORTATION LOAD CALC - T-950 BASE PLATE DESIGN CALCULATION - T-950

LEG DESIGN CALCULATION- T-950

LOAD AT BASE & TRANSPORTATION LOAD CALC - T-910/T-920/T-940 BASE PLATE DESIGN CALCULATION - T-910/T-920/T-940

LEG DESIGN CALCULATION- T-910/T-920/T-940 T-950 SIDE WALL CALC

T-950 BTM WALL CALC DESIGN DATA

CPP-T-910/T-920/T-940SIDE WALL CALC CPP-T-910/T-920/T-940 BTM WALL CALC CPP-T-910/T-920/T-940 ROOF WALL CALC NOZZLE THICKNESS CALC - T-910

WIND LOADING - T-910/T-920/T-940 NOZZLE THICKNESS CALC - T-920 NOZZLE THICKNESS CALC - T-940

DESIGN DATA

ITEM NO. : T-910 ( CORROSION INHIBITOR TANK )

DISCHARGE PRESSURE : WATER FULL (+0.7/-0.03) psig DESIGN TEMPERATURE : 131 oF

OPERATING PRESSURE : ATMOSPHERIC

OPERATING TEMPERATURE : AMBIENT

WORKING VOLUME : 4.1 m3

MATERIAL : STAINLESS STEEL 316L

TRIM NO. : B6

DESIGN CODE ROARK'S FORMULA STRESS AND STRAIN & ASME SECT VII DIV 1

NOZZLE SIZE RATING SERVICE

MW 600 MANWAY N1 50 150# SWRF FILLING CONNECTION N2 50 150# SWRF VENT CONNECTION N3 50 150# SWRF FEED TO PUMP N4 50 150# SWRF DRAIN N5 50 150# SWRF OVERFLOW

K1A 50 150# SWRF LEVEL GAUGE HIGH

K1B 50 150# SWRF LEVEL GAUGE LOW

ITEM NO. : T-920 ( POUR POINT DEPRESENT STORAGE TANK )

DISCHARGE PRESSURE : WATER FULL (+0.7/-0.03) psig DESIGN TEMPERATURE : 131 oF

OPERATING PRESSURE : ATMOSPHERIC

OPERATING TEMPERATURE : AMBIENT

WORKING VOLUME : 4.0 m3

MATERIAL : STAINLESS STEEL 316L

TRIM NO. : B6

DESIGN CODE ROARK'S FORMULA STRESS AND STRAIN & ASME SECT VII DIV 1

NOZZLE SIZE RATING SERVICE

MW 600 MANWAY N1 50 150# SWRF FILLING CONNECTION N2 50 150# SWRF VENT CONNECTION N3 50 150# SWRF FEED TO PUMP N4 50 150# SWRF DRAIN N5 50 150# SWRF OVERFLOW

K1A 50 150# SWRF LEVEL GAUGE HIGH

K1B 50 150# SWRF LEVEL GAUGE LOW

K2 51 150# SWRF PRESSURE GAUGE

K3 52 150# SWRF PVRV/FLAME ARRESTOR

DESIGN DATA

ITEM NO. : T-940 ( DEMULSIFIER STORAGE TANK )

DISCHARGE PRESSURE : WATER FULL (+0.7/-0.03) psig DESIGN TEMPERATURE : 131 oF

OPERATING PRESSURE : ATMOSPHERIC

OPERATING TEMPERATURE : AMBIENT

WORKING VOLUME : 4.0 m3

MATERIAL : STAINLESS STEEL 316L

TRIM NO. : B6

DESIGN CODE ROARK'S FORMULA STRESS AND STRAIN & ASME SECT VII DIV 1

NOZZLE SIZE RATING SERVICE

MW 600 MANWAY N1 50 150# SWRF FILLING CONNECTION N2 50 150# SWRF VENT CONNECTION N3 50 150# SWRF FEED TO PUMP N4 50 150# SWRF DRAIN N5 50 150# SWRF OVERFLOW N6 50 150# SWRF SPARE N7 50 150# SWRF SPARE

K1A 50 150# SWRF LEVEL GAUGE HIGH

K1B 50 150# SWRF LEVEL GAUGE LOW

ITEM NO. : T-950 ( WATER FLOCCULANT TANK )

DISCHARGE PRESSURE : WATER FULL (+0.7/-0.03) psig DESIGN TEMPERATURE : 131 oF

OPERATING PRESSURE : ATMOSPHERIC

OPERATING TEMPERATURE : AMBIENT

WORKING VOLUME : 2.5 m3

MATERIAL : STAINLESS STEEL 316L

TRIM NO. : B6

DESIGN CODE ROARK'S FORMULA STRESS AND STRAIN & ASME SECT VII DIV 1

NOZZLE SIZE RATING SERVICE

MW 600 MANWAY N1 50 150# SWRF FILLING CONNECTION N2 50 150# SWRF VENT CONNECTION N3 50 150# SWRF FEED TO PUMP N4 50 150# SWRF DRAIN N5 50 150# SWRF OVERFLOW

K1A 50 150# SWRF LEVEL GAUGE HIGH

K1B 50 150# SWRF LEVEL GAUGE LOW

SIDE WALL DESIGN CALCULATION TANK NO. : T-910 / T-920 / T-940

Tank Height, H = 98.4 in 2500 mm

Tank Width, W = 59.06 in 1500 mm

Tank Length, L = 59.06 in 1500 mm

Design Pressure = Full Water (+0.7/-0.03) psig

Design Temp. = 131  F

Material = A 240 316L

As per Table 11.4 Case No.1a Chapter 10 of Roark's

Rectangular plate, all edges simply supported, with uniform loads over entire plate. g = 9.81 m/s2 ρ liq = 1000 kg/m3 a = 24.61 in = 625mm b = 19.69 in = 500mm a/b = 1.2500 b = 0.3954 Loading q = ρ liqgH a = 0.0655 = 24525 N/m2 g 0.4608 = 3.5561 psi

E = 2.9E+07psi = 3.5561 psi

t = 0.2362 in 6.0mm

c.a = 0.0000 in 0mm

t (corr) = 0.2362 in 6.0 mm

At Center,

Maximum Deflection, = -(aqb4)/Et3 t/2 = 0.118 in

= -0.09

= 0.09 in Max Deflection < t/2 : O.K Maximum Bending stress, s =(bqb2

)/ t2

= 9,765 psi < σ allowable 16,700 psi. : OK Max Bending stress < σ allowable : O.K

Material A 240 316L

Yield Stress, sy = 25000psi Stress Ratio, s/sy = 0.391 At center of long side,

Maximum reaction force per unit length normal to the plate surface,

R = g qb = 32.25 lb/in = 3644.27 N/mm S a S S S b

SIDE WALL HORIZONTAL STIFFENER CALCULATION TANK NO. : T-910 / T-920 / T-940

Maximum bending moment occurs at the point where dM/dx = 0 and shear force is zero, that is, at the middle of the beam.

L = 500mm = 19.69 in

35.00 lb/in ґ = 250mm = 9.8 in

Load q = 3.5561 psi unit load W = q x ґ psi = 35.00 lb/in

19.69 in Bending Moment

As per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x = L/2 = 9.84 in

Maximum moment, Mmax = WL2/8 = 1695 lb-in M/I = s/y (I/y)required = M/s = 0.068 in3 Use FB 65 x 6 I/y = 0.258 in3 _{> (I/y)} required O.K

Therefore, s = 6576 psi < σallowable 16700 psi O.K

Deflection

As per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x =L/2= 9.84in

δ_max = (5WL4₎ 384EI

= 0.007 < L/360 = 0.0547 in The stiffener size used is adequate.

Wb Wa

X

W

SIDE WALL VERTICAL STIFFENER CALCULATION TANK NO. : T-910 / T-920 / T-940 L = 625 mm = 24.61 in ґ = 312.5 mm = 12.3 in 43.75 lb/in Load q = 3.5561 psi unit load W = q x ґ psi = 43.75 lb/in

24.61 in

Bending Moment

As per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.548L = 13.48 in

Maximum moment, Mmax = 0.0215WL2

= 570 lb-in

M/I = s/y

(I/y)required = M/s

= 0.023 in3 1. Checking Section Modulus (Z) of stiffener :

Stiffener size = FB 65 x 6

Section Modulus of stiffener is OK

Z = I/y

Z

Z

s

M/Z

s stiffener = M max / Z stiffener

Therefore, s stiffener = 2209 psi < 16700 psi σallowable Deflection

As per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.525L = 12.92 in

d_max =

= 0.0286 in < L/360) 0.0684 in Therefore the size used is adequate.

0.001309 x WL4 EI Wb Wa X W

BOTTOM WALL DESIGN CALCULATION TANK NO. : T-910 / T-920 / T-940

Tank Height, H = 98.4 in 2500 mm

Tank Width, W = 59.06 in 1500 mm

Tank Length, L = 59.06 in 1500 mm

Design Pressure = Full Water (+0.7/-0.03) psig

Design Temp. = 131 ° F

Material = A 240 316L

As per Table 11.4 Case No.1a Chapter 10 of Roark's

Rectangular plate, all edges simply supported, with uniform loads over entire plate. g = 9.81 m/s2 ρ liq = 1000 kg/m3 a = 19.69 in = 500mm b = 19.69 in = 500mm a/b = 1.0000 b = 0.2874 Loading q = ρ liqgH a = 0.0444 = 24525 N/m2 g 0.4200 = 3.5561 psi

E = 2.9E+07psi = 3.5561 psi

t = 0.2362 in 6.0mm

c.a = 0.0000 in 0mm

t (corr) = 0.2362 in 6.0 mm

At Center,

Maximum Deflection, = -(aqb4)/Et3 t/2 = 0.118 in

= -0.06

= 0.06 in Max Deflection < t/2 : O.K Maximum Bending stress, s =(bqb2

)/ t2

= 7,097 psi < σ allowable 16,700 psi : OK Max Bending stress < σ allowable : O.K

Material A 240 316L

Yield Stress, sy = 25000psi Stress Ratio, s/sy = 0.284 At center of long side,

Maximum reaction force per unit length normal to the plate surface,

R = g qb = 29.40 lb/in = 3321.96 N/mm S a S S S b

BOTTOM WALL HORIZONTAL STIFFENER CALCULATION (1) TANK NO. : T-910 / T-920 / T-940

Maximum bending moment occurs at the point where dM/dx = 0 and shear force is zero, that is, at the middle of the beam.

L = 500mm = 19.69 in

35.00 lb/in ґ = 250mm = 9.8 in

Load q = 3.5561 psi unit load W = q x ґ psi = 35.00 lb/in

19.69 in Bending Moment

As per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x = L/2 = 9.84 in

Maximum moment, Mmax = WL2/8 = 1695 lb-in M/I = s/y (I/y)required = M/s = 0.068 in3 Use FB 65 x 6 I/y = 0.258 in3 _{> (I/y)} required O.K

Therefore, s = 6576 psi < σallowable 16700 psi O.K

Deflection

As per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x =L/2= 9.84in

δ_max = (5WL4₎ 384EI

= 0.007 < L/360 = 0.0547 in The stiffener size used is adequate.

Wb Wa

X

W

BOTTOM WALL VERTICAL STIFFENER CALCULATION TANK NO. : T-950 L = 500 mm = 19.69 in ґ = 250 mm = 9.8 in 35.00 lb/in Load q = 3.5561 psi unit load W = q x ґ psi = 35.00 lb/in

19.69 in

Bending Moment

As per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.548L = 10.79 in

Maximum moment, Mmax = 0.0215WL2

= 292 lb-in

M/I = s/y

(I/y)required = M/s

= 0.012 in3 1. Checking Section Modulus (Z) of stiffener :

Stiffener size = FB 65 x 6

Section Modulus of stiffener is OK

Z = I/y

Z

Z

s

M/Z

s stiffener = M max / Z stiffener

Therefore, s stiffener = 1131 psi < 16700 psi σallowable Deflection

As per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.525L = 10.33 in

d_max =

= 0.006 in < L/360) 0.0547 in Therefore the size used is adequate.

0.001309 x WL4 EI Wb Wa X W

ROOF WALL DESIGN CALCULATION TANK NO. : T-910 / T-920 / T-940

Tank Height, H 98.4 in 2500mm Roof weight = 233.69 lb

Tank Width, W 59.06 in 1500mm Misc. weight = 11.02 lb

Tank Length, L 59.06 in 1500mm Live load,LL = 0.00 psi

Dead load,TDL = 0.20 psi Design Pressure = Full Water (+0.7/-0.03) psig Conc. load, CL = 0.00 psi

Design Temp. = 131  F

Material = A 240 316L

As per Table 11.4 Case No.1a Chapter 10 of Roark's

Rectangular plate, all edges simply supported, with uniform loads over entire plate.

g = 9.81 m/s2 ρ liq = 1000 kg/m3

a = 19.69 in 500 mm

b = 19.69 in 500 mm

a/b = 1.0000

b = 0.2874 Loading q = Live load + DeadLoad + Conc.Load

a = 0.0444 = 0.200 psi g = 0.4200 E =2.90E+07psi = t = 0.2362 in 6.0 mm c.a = 0.0000 in 0mm t (corr) = 0.2362 in 6.0 mm At Center,

Maximum Deflection, = -(aqb4)/Et3 t/2 = 0.118 in

= 0.00

= 0.00 in Max Deflection < t/2 : O.K Maximum Bending stress, s = (bqb2)/ t2

= 400 psi < σallowable 16,700 psi : OK Max Bending stress < σ allowable : O.K

Material A 240 316L

Yield Stress, sy = 25000psi Stress Ratio, s/sy = 0.016 At center of long side,

Maximum reaction force per unit length normal to the plate surface,

R = g qb = 1.66 lb/in = 187.27 N/mm S a S S S b

ROOF WALL WEIGHT CALCULATION

Weight Per pcs Qty Total

450NB Blind = 100 1 100 kg

450NB Pipe = 12 1 12 kg

450NB Slip On = 59 1 59 kg

50NB WNRF = 1.02 1 1.02 kg

50NB Pipe = 15 1 15 kg

Piping & Accs = 5 1 5 kg

Stiffener (FB65 X 6) = 19 1 19 kg

Roof plate = 106 1 106 kg

Misc weight = 5 1 5 kg

Total Weight 317.02 kg

698.91 lb

Total Loading (pressure) acting on the roof plate is calculated as shown below

Dead Load = 317.02 kg F = m x g = 3109.97 N Area = a x b = 2.25 m2 P = F/A = 1382.21 Pa = 0.200 psi Concentrated Load = 0.00 kg F = m x g = 0.00 N Area = a x b = 2.25 m2 P = F/A = 0.00 Pa = 0.00 psi Live Load, LL = 0.00 kg/m2 = 0.00 psi extra load 0.00

ROOF STIFFENER LOCATION

ROOF WALL HORIZONTAL STIFFENER CALCULATION TANK NO. : T-910 / T-920 / T-940

Maximum bending moment occurs at the point where dM/dx = 0 and shear force is zero, that is, at the middle of the beam.

L = 500mm = 19.69 in

1.97 lb/in ґ = 250mm = 9.8 in

Load q = 0.200psi unit load W = q x ґ psi = 1.97 lb/in

19.69 in Bending Moment

As per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x = L/2 = 9.84 in

Maximum moment, Mmax = WL2/8

= 96 lb-in M/I = s/y (I/y)required = M/s = 0.004 in3 Use FB 65 x 6 I/y = 0.258 in3 _{> (I/y)} required O.K

Therefore, s = 371 psi < σallowable 16700 psi O.K

Deflection

As per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x =L/2= 9.84in

δ_max = (5WL4₎ 384EI

= 0.000 < L/360 = 0.0547 in The stiffener size used is adequate.

Wb Wa

X

W

ROOF WALL VERTICAL STIFFENER CALCULATION TANK NO. : T-910 / T-920 / T-940 L = 500 mm = 19.69 in ґ = 250 mm = 9.8 in 1.97 lb/in Load q = 0.2005 psi unit load W = q x ґ psi

= 1.97 lb/in

19.69 in

Bending Moment

As per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.548L = 10.79 in

Maximum moment, Mmax = 0.0215WL2

= 16 lb-in

M/I = s/y

(I/y)required = M/s

= 0.001 in3 1. Checking Section Modulus (Z) of stiffener :

Stiffener size = FB 65 x 6

Section Modulus of stiffener is OK

Z = I/y

Z

Z

s

M/Z

s stiffener = M max / Z stiffener

Therefore, s stiffener = 64 psi < 16700 psi σallowable Deflection

As per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.525L = 10.33 in

d_max =

= 0.0003 in < L/360) 0.0547 in The stiffener size used is adequate.

0.001309 x WL4 EI Wb Wa X W

NOZZLE THICKNESS CALCULATION TANK NO. : T-910

NOZZLE NO : N1 / N2 / N3 / N4 / N5 / K1A / K1B

DESIGN CONDITIONS WELDS

Neck: P 0.0245MPa tc1 = 0.7*t 4.20 mm DT 55o C tc2 = 0.7*tn 2.80 mm CAe / CAi 0 / 0 mm tc3 xxx tc = Min[tc1,tc2,tc3] 2.80 mm Pad: Fr1 = 0.5*te xxx mm Fr2 = 0.5*t xxx mm SHELL PROPERTIES Fr3 = xxx mm Fr = Min[Fr1,Fr2,Fr3] mm Summary:

Material: A 240 316L External Leg 6mm

S @(55oC) 115.15MPa Internal Leg 0 mm

Wall Thickness, ts 6mm Pad Leg 0 mm

tr = 3 mm

t = ts - CA 6 mm LIMIT OF REINFORCEMENT ….UG - 40

NOZZLE SIZE: 50NB SCH 40S R1 = d 52.3 mm R2 = Rn + tn + t 36.15 mm trn = PRn …….UG - 32 R = Max [R1,R2] 52.3 mm 2SE - 0.2P h1 = 2.5*T1 15.00 mm h2 = 2.5*Tb1 + Tr1 10.00 mm Material: A 312 TP316L h = Min [h1,h2] 10.00 mm

S @(55oC) 115.15MPa Internal Projection 5.00mm

OD 60.3 External Projection 150.00mm

Wall Thickness, tb 4mm

ID 52.3 mm MATERIAL STRENGTH RATIOS

Neck Slope 0o F = Figure UG-37 1.0 fr1 = Sn/Sv 1.0000 d = ID + (2*CA) +Tol. 52.3 mm fr2 = Sn/Sv 1.0000 Rn = d/2 26.15 mm fr4 = Sp/Sv 0.00 E 1.0 fr3 = Min[fr1,fr2,fr4] 0.0000 trn 0.00278 mm

tn = tb - CA 4 mm AREA AVAILABLE ….UG - 37

PAD A11 = d(E1t - Ftr) - 2tn(E1t - Ftr)(1 - fr1) 156.90 mm2

A12 = 2(t+tn)(E1t-Ftr)-2tn(E1t-Ftr)(1-fr1) 60.00 mm2 Material: A1 = Max [A11, A12] 156.90 mm2 S @(55oC) 0MPa OD 0mm A21 = 5(tn - trn)fr2.t 119.92 mm2 Thickness = te 0mm A22 = 5(tn - trn)fr2.tn 79.94 mm2 Weld 0mm A2 = Min [A21, A22] 79.94 mm2

A3 = (Int.proj - CAi)(tn - CAi).fr2 20.00 mm2

FLANGE

A41 = (Ext.Leg - CAe)2.fr3 0.00 mm2

Material: A 182 F316L A42 = (Int.Leg - CAi)2.fr2 0.00 mm2

Type: 150 # SW A43 = (Pad.Leg - CAe)2.fr4 0.00 mm2

Rating at 55oC 1.943MPa A4 = Sum[A41,A42,A43] 0.00 mm2

AREA REQUIRED …UG - 37 A5 = (Pad OD - Noz OD).te.fr4 0.00 mm2

A = d.tr.F + 2.tn.tr.F(1-fr1) 156.9 mm2 _{TOTAL AREA AVAILABLE = 256.84}

mm2 OK CPP-Tank Design Calc

NOZZLE THICKNESS CALCULATION TANK NO. : T-910

NOZZLE NO : MW

DESIGN CONDITIONS WELDS

Neck: P 0.0245MPa tc1 = 0.7*t 4.20 mm DT 55o C tc2 = 0.7*tn 4.20 mm CAe / CAi 0 / 0 mm tc3 xxx tc = Min[tc1,tc2,tc3] 4.20 mm Pad: Fr1 = 0.5*te xxx mm Fr2 = 0.5*t xxx mm SHELL PROPERTIES Fr3 = xxx mm Fr = Min[Fr1,Fr2,Fr3] mm Summary:

Material: A 240 316L External Leg 6mm

S @(55oC) 115.15MPa Internal Leg 0 mm

Wall Thickness, ts 6mm Pad Leg 0 mm

tr = 3 mm

t = ts - CA 6 mm LIMIT OF REINFORCEMENT ….UG - 40

NOZZLE SIZE: 600NB R1 = d 597.6 mm R2 = Rn + tn + t 310.8 mm trn = PRn …….UG - 32 R = Max [R1,R2] 597.6 mm 2SE - 0.2P h1 = 2.5*T1 15.00 mm h2 = 2.5*Tb1 + Tr1 15.00 mm Material: A 240 316L h = Min [h1,h2] 15.00 mm

S @(55oC) 115.15MPa Internal Projection 5.00mm

OD 609.6 External Projection 150.00mm

Wall Thickness, tb 6mm

ID 597.6 mm MATERIAL STRENGTH RATIOS

Neck Slope 0o F = Figure UG-37 1.0 fr1 = Sn/Sv 1.0000 d = ID + (2*CA) +Tol. 597.6 mm fr2 = Sn/Sv 1.0000 Rn = d/2 298.8 mm fr4 = Sp/Sv 0.00 E 1.0 fr3 = Min[fr1,fr2,fr4] 0.0000 trn 0.03181 mm

tn = tb - CA 6 mm AREA AVAILABLE ….UG - 37

PAD A11 = d(E1t - Ftr) - 2tn(E1t - Ftr)(1 - fr1) 1792.80 mm2

A12 = 2(t+tn)(E1t-Ftr)-2tn(E1t-Ftr)(1-fr1) 72.00 mm2 Material: A1 = Max [A11, A12] 1792.80 mm2 S @(55oC) 0MPa OD 0mm A21 = 5(tn - trn)fr2.t 179.05 mm2 Thickness = te 0mm A22 = 5(tn - trn)fr2.tn 179.05 mm2 Weld 0mm A2 = Min [A21, A22] 179.05 mm2

A3 = (Int.proj - CAi)(tn - CAi).fr2 30.00 mm2

FLANGE

A41 = (Ext.Leg - CAe)2.fr3 0.00 mm2

Material: A 182 F316L A42 = (Int.Leg - CAi)2.fr2 0.00 mm2

Type: 150 # A43 = (Pad.Leg - CAe)2.fr4 0.00 mm2

Rating at 55oC 1.943MPa A4 = Sum[A41,A42,A43] 0.00 mm2

AREA REQUIRED …UG - 37 A5 = (Pad OD - Noz OD).te.fr4 0.00 mm2

A = d.tr.F + 2.tn.tr.F(1-fr1) 1792.8 mm2 _{TOTAL AREA AVAILABLE = 2001.85}

mm2 OK CPP-Tank Design Calc

NOZZLE THICKNESS CALCULATION TANK NO. : T-920

NOZZLE NO : N1 / N2 / N3 / N4 / N5 / K1A / K1B / K2 / K3

DESIGN CONDITIONS WELDS

Neck: P 0.0245MPa tc1 = 0.7*t 4.20 mm DT 55o C tc2 = 0.7*tn 2.80 mm CAe / CAi 0 / 0 mm tc3 xxx tc = Min[tc1,tc2,tc3] 2.80 mm Pad: Fr1 = 0.5*te xxx mm Fr2 = 0.5*t xxx mm SHELL PROPERTIES Fr3 = xxx mm Fr = Min[Fr1,Fr2,Fr3] mm Summary:

Material: A 240 316L External Leg 6mm

S @(55oC) 115.15MPa Internal Leg 0 mm

Wall Thickness, ts 6mm Pad Leg 0 mm

tr = 3 mm

t = ts - CA 6 mm LIMIT OF REINFORCEMENT ….UG - 40

NOZZLE SIZE: 50NB SCH 40S R1 = d 52.3 mm R2 = Rn + tn + t 36.15 mm trn = PRn …….UG - 32 R = Max [R1,R2] 52.3 mm 2SE - 0.2P h1 = 2.5*T1 15.00 mm h2 = 2.5*Tb1 + Tr1 10.00 mm Material: A 312 TP316L h = Min [h1,h2] 10.00 mm

S @(55oC) 115.15MPa Internal Projection 5.00mm

OD 60.3 External Projection 150.00mm

Wall Thickness, tb 4mm

ID 52.3 mm MATERIAL STRENGTH RATIOS

Neck Slope 0o F = Figure UG-37 1.0 fr1 = Sn/Sv 1.0000 d = ID + (2*CA) +Tol. 52.3 mm fr2 = Sn/Sv 1.0000 Rn = d/2 26.15 mm fr4 = Sp/Sv 0.00 E 1.0 fr3 = Min[fr1,fr2,fr4] 0.0000 trn 0.00278 mm

tn = tb - CA 4 mm AREA AVAILABLE ….UG - 37

PAD A11 = d(E1t - Ftr) - 2tn(E1t - Ftr)(1 - fr1) 156.90 mm2

A12 = 2(t+tn)(E1t-Ftr)-2tn(E1t-Ftr)(1-fr1) 60.00 mm2 Material: A1 = Max [A11, A12] 156.90 mm2 S @(55oC) 0MPa OD 0mm A21 = 5(tn - trn)fr2.t 119.92 mm2 Thickness = te 0mm A22 = 5(tn - trn)fr2.tn 79.94 mm2 Weld 0mm A2 = Min [A21, A22] 79.94 mm2

A3 = (Int.proj - CAi)(tn - CAi).fr2 20.00 mm2

FLANGE

A41 = (Ext.Leg - CAe)2.fr3 0.00 mm2

Material: A 182 F316L A42 = (Int.Leg - CAi)2.fr2 0.00 mm2

Type: 150 # SW A43 = (Pad.Leg - CAe)2.fr4 0.00 mm2

Rating at 55oC 1.943MPa A4 = Sum[A41,A42,A43] 0.00 mm2

AREA REQUIRED …UG - 37 A5 = (Pad OD - Noz OD).te.fr4 0.00 mm2

A = d.tr.F + 2.tn.tr.F(1-fr1) 156.9 mm2 _{TOTAL AREA AVAILABLE = 256.84}

mm2 OK CPP-Tank Design Calc

NOZZLE THICKNESS CALCULATION TANK NO. : T-920

NOZZLE NO : MW

DESIGN CONDITIONS WELDS

Neck: P 0.0245MPa tc1 = 0.7*t 4.20 mm DT 55o C tc2 = 0.7*tn 4.20 mm CAe / CAi 0 / 0 mm tc3 xxx tc = Min[tc1,tc2,tc3] 4.20 mm Pad: Fr1 = 0.5*te xxx mm Fr2 = 0.5*t xxx mm SHELL PROPERTIES Fr3 = xxx mm Fr = Min[Fr1,Fr2,Fr3] mm Summary:

Material: A 240 316L External Leg 6mm

S @(55oC) 115.15MPa Internal Leg 0 mm

Wall Thickness, ts 6mm Pad Leg 0 mm

tr = 3 mm

t = ts - CA 6 mm LIMIT OF REINFORCEMENT ….UG - 40

NOZZLE SIZE: 600NB R1 = d 597.6 mm R2 = Rn + tn + t 310.8 mm trn = PRn …….UG - 32 R = Max [R1,R2] 597.6 mm 2SE - 0.2P h1 = 2.5*T1 15.00 mm h2 = 2.5*Tb1 + Tr1 15.00 mm Material: A 240 316L h = Min [h1,h2] 15.00 mm

S @(55oC) 115.15MPa Internal Projection 5.00mm

OD 609.6 External Projection 150.00mm

Wall Thickness, tb 6mm

ID 597.6 mm MATERIAL STRENGTH RATIOS

Neck Slope 0o F = Figure UG-37 1.0 fr1 = Sn/Sv 1.0000 d = ID + (2*CA) +Tol. 597.6 mm fr2 = Sn/Sv 1.0000 Rn = d/2 298.8 mm fr4 = Sp/Sv 0.00 E 1.0 fr3 = Min[fr1,fr2,fr4] 0.0000 trn 0.03181 mm

tn = tb - CA 6 mm AREA AVAILABLE ….UG - 37

PAD A11 = d(E1t - Ftr) - 2tn(E1t - Ftr)(1 - fr1) 1792.80 mm2

A12 = 2(t+tn)(E1t-Ftr)-2tn(E1t-Ftr)(1-fr1) 72.00 mm2 Material: A1 = Max [A11, A12] 1792.80 mm2 S @(55oC) 0MPa OD 0mm A21 = 5(tn - trn)fr2.t 179.05 mm2 Thickness = te 0mm A22 = 5(tn - trn)fr2.tn 179.05 mm2 Weld 0mm A2 = Min [A21, A22] 179.05 mm2

A3 = (Int.proj - CAi)(tn - CAi).fr2 30.00 mm2

FLANGE

A41 = (Ext.Leg - CAe)2.fr3 0.00 mm2

Material: A 182 F316L A42 = (Int.Leg - CAi)2.fr2 0.00 mm2

Type: 150 # A43 = (Pad.Leg - CAe)2.fr4 0.00 mm2

Rating at 55oC 1.943MPa A4 = Sum[A41,A42,A43] 0.00 mm2

AREA REQUIRED …UG - 37 A5 = (Pad OD - Noz OD).te.fr4 0.00 mm2

A = d.tr.F + 2.tn.tr.F(1-fr1) 1792.8 mm2 _{TOTAL AREA AVAILABLE = 2001.85}

mm2 OK CPP-Tank Design Calc

NOZZLE THICKNESS CALCULATION TANK NO. : T-940

NOZZLE NO : N1 / N2 / N3 / N4 / N5 / N6 / N7 / K1A / K1B

DESIGN CONDITIONS WELDS

Neck: P 0.0245MPa tc1 = 0.7*t 4.20 mm DT 55o C tc2 = 0.7*tn 2.80 mm CAe / CAi 0 / 0 mm tc3 xxx tc = Min[tc1,tc2,tc3] 2.80 mm Pad: Fr1 = 0.5*te xxx mm Fr2 = 0.5*t xxx mm SHELL PROPERTIES Fr3 = xxx mm Fr = Min[Fr1,Fr2,Fr3] mm Summary:

Material: A 240 316L External Leg 6mm

S @(55oC) 115.15MPa Internal Leg 0 mm

Wall Thickness, ts 6mm Pad Leg 0 mm

tr = 3 mm

t = ts - CA 6 mm LIMIT OF REINFORCEMENT ….UG - 40

NOZZLE SIZE: 50NB SCH 40S R1 = d 52.3 mm R2 = Rn + tn + t 36.15 mm trn = PRn …….UG - 32 R = Max [R1,R2] 52.3 mm 2SE - 0.2P h1 = 2.5*T1 15.00 mm h2 = 2.5*Tb1 + Tr1 10.00 mm Material: A 312 TP316L h = Min [h1,h2] 10.00 mm

S @(55oC) 115.15MPa Internal Projection 5.00mm

OD 60.3 External Projection 150.00mm

Wall Thickness, tb 4mm

ID 52.3 mm MATERIAL STRENGTH RATIOS

Neck Slope 0o F = Figure UG-37 1.0 fr1 = Sn/Sv 1.0000 d = ID + (2*CA) +Tol. 52.3 mm fr2 = Sn/Sv 1.0000 Rn = d/2 26.15 mm fr4 = Sp/Sv 0.00 E 1.0 fr3 = Min[fr1,fr2,fr4] 0.0000 trn 0.00278 mm

tn = tb - CA 4 mm AREA AVAILABLE ….UG - 37

PAD A11 = d(E1t - Ftr) - 2tn(E1t - Ftr)(1 - fr1) 156.90 mm2

A12 = 2(t+tn)(E1t-Ftr)-2tn(E1t-Ftr)(1-fr1) 60.00 mm2 Material: A1 = Max [A11, A12] 156.90 mm2 S @(55oC) 0MPa OD 0mm A21 = 5(tn - trn)fr2.t 119.92 mm2 Thickness = te 0mm A22 = 5(tn - trn)fr2.tn 79.94 mm2 Weld 0mm A2 = Min [A21, A22] 79.94 mm2

A3 = (Int.proj - CAi)(tn - CAi).fr2 20.00 mm2

FLANGE

A41 = (Ext.Leg - CAe)2.fr3 0.00 mm2

Material: A 182 F316L A42 = (Int.Leg - CAi)2.fr2 0.00 mm2

Type: 150 # SW A43 = (Pad.Leg - CAe)2.fr4 0.00 mm2

Rating at 55oC 1.943MPa A4 = Sum[A41,A42,A43] 0.00 mm2

AREA REQUIRED …UG - 37 A5 = (Pad OD - Noz OD).te.fr4 0.00 mm2

A = d.tr.F + 2.tn.tr.F(1-fr1) 156.9 mm2 _{TOTAL AREA AVAILABLE = 256.84}

mm2 OK CPP-Tank Design Calc

NOZZLE THICKNESS CALCULATION TANK NO. : T-940

NOZZLE NO : MW

DESIGN CONDITIONS WELDS

Neck: P 0.0245MPa tc1 = 0.7*t 4.20 mm DT 55o C tc2 = 0.7*tn 4.20 mm CAe / CAi 0 / 0 mm tc3 xxx tc = Min[tc1,tc2,tc3] 4.20 mm Pad: Fr1 = 0.5*te xxx mm Fr2 = 0.5*t xxx mm SHELL PROPERTIES Fr3 = xxx mm Fr = Min[Fr1,Fr2,Fr3] mm Summary:

Material: A 240 316L External Leg 6mm

S @(55oC) 115.15MPa Internal Leg 0 mm

Wall Thickness, ts 6mm Pad Leg 0 mm

tr = 3 mm

t = ts - CA 6 mm LIMIT OF REINFORCEMENT ….UG - 40

NOZZLE SIZE: 600NB R1 = d 597.6 mm R2 = Rn + tn + t 310.8 mm trn = PRn …….UG - 32 R = Max [R1,R2] 597.6 mm 2SE - 0.2P h1 = 2.5*T1 15.00 mm h2 = 2.5*Tb1 + Tr1 15.00 mm Material: A 240 316L h = Min [h1,h2] 15.00 mm

S @(55oC) 115.15MPa Internal Projection 5.00mm

OD 609.6 External Projection 150.00mm

Wall Thickness, tb 6mm

ID 597.6 mm MATERIAL STRENGTH RATIOS

Neck Slope 0o F = Figure UG-37 1.0 fr1 = Sn/Sv 1.0000 d = ID + (2*CA) +Tol. 597.6 mm fr2 = Sn/Sv 1.0000 Rn = d/2 298.8 mm fr4 = Sp/Sv 0.00 E 1.0 fr3 = Min[fr1,fr2,fr4] 0.0000 trn 0.03181 mm

tn = tb - CA 6 mm AREA AVAILABLE ….UG - 37

PAD A11 = d(E1t - Ftr) - 2tn(E1t - Ftr)(1 - fr1) 1792.80 mm2

A12 = 2(t+tn)(E1t-Ftr)-2tn(E1t-Ftr)(1-fr1) 72.00 mm2 Material: A1 = Max [A11, A12] 1792.80 mm2 S @(55oC) 0MPa OD 0mm A21 = 5(tn - trn)fr2.t 179.05 mm2 Thickness = te 0mm A22 = 5(tn - trn)fr2.tn 179.05 mm2 Weld 0mm A2 = Min [A21, A22] 179.05 mm2

A3 = (Int.proj - CAi)(tn - CAi).fr2 30.00 mm2

FLANGE

A41 = (Ext.Leg - CAe)2.fr3 0.00 mm2

Material: A 182 F316L A42 = (Int.Leg - CAi)2.fr2 0.00 mm2

Type: 150 # A43 = (Pad.Leg - CAe)2.fr4 0.00 mm2

Rating at 55oC 1.943MPa A4 = Sum[A41,A42,A43] 0.00 mm2

AREA REQUIRED …UG - 37 A5 = (Pad OD - Noz OD).te.fr4 0.00 mm2

A = d.tr.F + 2.tn.tr.F(1-fr1) 1792.8 mm2 _{TOTAL AREA AVAILABLE = 2001.85}

mm2 OK CPP-Tank Design Calc

WIND LOADING - BS 6399 - PART 2 -1997 ITEM : CPP (T-910 / T-920 / T-940 )

PROJECT NO.PM329 EAST PIATU DEVELOPMENT PROJECT

Terrain Category = 1

Region = D

Basic Wind Speed Vb = 50.00 m/s

Shielding Factor Ms = 1

Topographic Factor Sa = 1

Direction Factor Sd = 1

Probability Factor Sp = 1

Seasonal Factor Ss = 1

Terrain and Building Factor Sb = 1

Design Wind Speed Vz = 50.00 m/s ( Vb x Sa x Sd x Sp x Ss )

Effective (Design) Wind speed Ve = 50.00 m/s ( Vz x Sb )

Dynamic Pressure qz = 1.5325 kPa ( 0.613 x Ve2 x 10-3 )

Drag Coefficient Cd = 1 H = 3,500 mm Width = 2,800 mm Az = 9,800,000 mm2 3 5 0 0 H / Width = 1.25 Kar = 1 Cd' = 1 ( Cd x Kar ) Wind Force Fw = 15018.5 N ( Cd' x qz x Az ) / 103 Height to COG h = 1750.000 mm ( H / 2 ) Overturning Moment Mw = 26282375 Nmm ( Fw x h ) 2800

LOAD AT BASE & TRANSPORTATION LOAD CALCULATION ITEM : CPP (T-910 / T-920 / T-940 )

PROJECT NO. PM329 EAST PIATU DEVELOPMENT PROJECT WEIGHTS

Empty We = 1999 kg ---> 19606 N EXTERNAL LOADS

Wind Force Fw = 15,019 N Earthquake Force Feq = 0 N

FD = 2971 N [( 0.5 x We )2 + ( 1.4 x We )2 ]0.5 Wind Moment Mw = 26,282,375 Nmm

Earthquake Moment Meq = 0 Nmm

Transportation Moment Mc = 5,199,302 Nmm ( FD x COG ) COG = 1750 mm (H/2)

Maximum Shear Force F = 15,019 N Maximum O/T Moment M = 26,282,375 Nmm

HOLD DOWN BOLTS

Bolt Material……….……….………….= A 193 GR B7 Bolt Yield Stress……….………Sy = 207 MPa Bolt UTS…….…..……….………Su = 507 MPa Allowable Tensile……….…..…...……Ft = 124.2 MPa Allowable Shear………...……Fs = 69 MPa Bolt Size………...………= M16

Bolt Number………..…...…………N = 2

Tensile Area………….………..….……AT = 146 mm2 Shear Area………..…AS ₌ 225 mm2 Bolt PCD………..PCD = 1980.64 mm

SHEAR STRESS IN BOLT Shear / Bolt, fs = F

N x As

33.37 MPa OK 69 MPa since fs < Fs the shear stress is OK

Transportation Force

fs = Fs =

LEG BASEPLATE DESIGN

ITEM : CPP (T-910 / T-920 / T-940 )

PROJECT NO. PM329 EAST PIATU DEVELOPMENT PROJECT

Refer Dennis R Moss Procedure 3-10

tb =

Q = Maximum Load / Support = 4901 N

F = Baseplate Width = 170 mm

A = Baseplate Length = 170 mm

Fb = Allowable Bending Stress = 163.68 MPa ( 0.66 Fy )

tb = 4.7 mm

Use Tb = 10 mm OK

BASE PLATE WELD CHECKING

Maximum stress due to Q & F = max(Q, F)/Aw = 3.68 N/mm2 < 86.9 N/mm2 OK

Weld leg size, g = 6.0 mm

Length of weld, l = 2*( 2*F + 2*A ) = 1360 mm

Area of weld, Aw = 0.5*g*l = 4080 mm2

Joint efficiency for fillet weld, E = 0.6

-Welding stress for steel, fw = 144.8 N/mm2

Allowable stress for weld, fw = E*fw = 86.9 N/mm2

Maximum vertical force, Q = 4901.4 N

Maximum horizontal force, F = 15018.5 N

3 x Q x F 4 x A x Fb

LEG DESIGN CALCULATION

ITEM : CPP (T-910 / T-920 / T-940 )

PROJECT NO. PM329 EAST PIATU DEVELOPMENT PROJECT

LEG DATA

Material………...………..= A 36

Yield Stress, Sy………….…………..= 248.2 N/mm2

Allowable Axial Stress, fall.…...……= 148.9 N/mm2 ( 0.6 x Sy ) Allowable Bending Stress, fball...= 165.5 N/mm2 ( 2/3 x Sy ) LEG GEOMETRY :- I-BEAM 152 x 152 x 23 kg/m

A = 2920 mm2 Ixx = 12500000 mm4 d = 76.2 mm e = 76.2 mm L = 152.4 mm r = 9 mm AXIAL STRESS Axial Stress, fa = F / A = 1.68 N/mm2 BENDING STRESS Bending Stress, fb = P x L x e = 13.95 N/mm2 Ixx COMBINED STRESS

Combined Stress, f = (fa/fall + fb/fball) = 0.10 Since Combined Stress is < 1.00 The Leg Design is OK!

e d

X X

SIDE WALL (1) DESIGN CALCULATION (@ Length = 1500mm ) TANK NO. : T-950

Tank Height, H = 98.4 in 2500mm

Tank Width, W = 59.06 in 1500mm

Tank Length, L = 59.06 in 1500mm

Design Pressure = Full Water (+0.7/-0.03) psig

Design Temp. = 131  F

Material = A 240 316L

As per Table 11.4 Case No.1a Chapter 10 of Roark's

Rectangular plate, all edges simply supported, with uniform loads over entire plate. g = 9.81 m/s2 ρ liq = 1000 kg/m3 a = 24.61 in = 625mm b = 19.69 in = 500mm a/b = 1.2500 b = 0.3954 Loading q = ρ liqgH a = 0.0655 = 24525 N/m2 g = 0.4608 = 3.5561 psi

E = 2.9E+07psi = 3.5561 psi

t = 0.2362 in 6.0mm

c.a = 0.0000 in 0mm

t (corr) = 0.2362 in 6.0 mm

At Center,

Maximum Deflection, = -(aqb4)/Et3 t/2 = 0.118 in

= -0.09

= 0.09 in Max Deflection < t/2 : O.K Maximum Bending stress, s =(bqb2

)/ t2

= 9,765 psi < σ _{allowable 16,700 psi. : OK} Max Bending stress < σ allowable : O.K

Material A 240 316L

Yield Stress, sy = 25000psi Stress Ratio, s/sy = 0.391 At center of long side,

Maximum reaction force per unit length normal to the plate surface,

R = g qb = 32.25 lb/in = 3644.27 N/mm S a S S S b

SIDE WALL (2) DESIGN CALCULATION (@ Length = 1000mm ) TANK NO. : T-950

Tank Height, H = 98.4 in 2500 mm

Tank Width, W = 59.06 in 1500 mm

Tank Length, L = 59.06 in 1500 mm

Design Pressure = Full Water (+0.7/-0.03) psig Design Temp. = 131  F

Material = A 240 316L

As per Table 11.4 Case No.1a Chapter 10 of Roark's

Rectangular plate, all edges simply supported, with uniform loads over entire plate. g = 9.81 m/s2 ρ liq = 1000 kg/m3 a = 24.61 in = 625mm b = 19.69 in = 500mm a/b = 1.2500 b = 0.3954 Loading q = ρ liqgH a = 0.0655 = 24525 N/m2 g 0.4608 = 3.5561 psi

E = 2.9E+07psi = 3.5561 psi

t = 0.2362 in 6.0mm

c.a = 0.0000 in 0mm

t (corr) = 0.2362 in 6.0 mm

At Center,

Maximum Deflection, = -(aqb4)/Et3 t/2 = 0.118 in

= -0.09

= 0.09 in Max Deflection < t/2 : O.K Maximum Bending stress, s =(bqb2

)/ t2

= 9,765 psi < σ allowable 16,700 psi : OK Max Bending stress < σ allowable : O.K

Material A 240 316L

Yield Stress, sy = 25000psi Stress Ratio, s/ sy = 0.391 At center of long side,

Maximum reaction force per unit length normal to the plate surface,

R = g qb = 32.25 lb/in = 3644.27 N/mm S a S S S b

SIDE WALL HORIZONTAL STIFFENER CALCULATION TANK NO. : T-950

Maximum bending moment occurs at the point where dM/dx = 0 and shear force is zero, that is, at the middle of the beam.

L = 500mm = 19.69 in

35.00 lb/in ґ = 250mm = 9.8 in

Load q = 3.5561 psi unit load W = q x ґ psi = 35.00 lb/in

19.69 in Bending Moment

As per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x = L/2 = 9.84 in

Maximum moment, Mmax = WL2/8 = 1695 lb-in M/I = s/y (I/y)required = M/s = 0.068 in3 Use FB 65 x 6 I/y = 0.258 in3 _{> (I/y)} required O.K

Therefore, s = 6576 psi < σallowable 16700 psi O.K

Deflection

As per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x =L/2= 9.84in

δ_max = (5WL4₎ 384EI

= 0.007 < L/360 = 0.0547 in The stiffener size used is adequate.

Wb Wa

X

W

SIDE WALL VERTICAL STIFFENER CALCULATION TANK NO. : T-950 L = 625 mm = 24.61 in ґ = 312.5 mm = 12.3 in 43.75 lb/in Load q = 3.5561 psi unit load W = q x ґ psi = 43.75 lb/in

24.61 in

Bending Moment

As per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.548L = 13.48 in

Maximum moment, Mmax = 0.0215WL2

= 570 lb-in

M/I = s/y

(I/y)required = M/s

= 0.023 in3 1. Checking Section Modulus (Z) of stiffener :

Stiffener size = FB 65 x 6

Section Modulus of stiffener is OK

Z = I/y

Z

Z

s

M/Z

s stiffener = M max / Z stiffener

Therefore, s stiffener = 2209 psi < 16700 psi σallowable Deflection

As per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.525L = 12.92in

d_max =

= 0.029 in < L/360) 0.068 in Therefore the size used is adequate.

0.001309 x WL4 EI Wb Wa X W

BOTTOM WALL DESIGN CALCULATION TANK NO. : T-950

Tank Height, H = 98.4 in 2500 mm

Tank Width, W = 59.06 in 1500 mm

Tank Length, L = 39.37 in 1000 mm

Design Pressure = Full Water (+0.7/-0.03) psig

Design Temp. = 131  F

Material = A 240 316L

As per Table 11.4 Case No.1a Chapter 10 of Roark's

Rectangular plate, all edges simply supported, with uniform loads over entire plate. g = 9.81 m/s2 ρ liq = 1000 kg/m3 a = 19.69 in = 500mm b = 19.69 in = 500mm a/b = 1.0000 b = 0.2874 Loading q = ρ liqgH a = 0.0444 = 24525 N/m2 g 0.4200 = 3.5561 psi

E = 2.9E+07psi = 3.5561 psi

t = 0.2362 in 6.0mm

c.a = 0.0000 in 0mm

t (corr) = 0.2362 in 6.0 mm

At Center,

Maximum Deflection, = -(aqb4)/Et3 t/2 = 0.118 in

= -0.06

= 0.06 in Max Deflection < t/2 : O.K Maximum Bending stress, s =(bqb2

)/ t2

= 7,097 psi < σ allowable 16,700 psi : OK Max Bending stress < σ allowable : O.K

Material A 240 316L

Yield Stress, sy = 25000psi Stress Ratio, s/ sy = 0.284 At center of long side,

Maximum reaction force per unit length normal to the plate surface,

R = g qb = 29.40 lb/in = 3321.96 N/mm S a S S S b

BOTTOM WALL HORIZONTAL STIFFENER CALCULATION (1) TANK NO. : T-950

Maximum bending moment occurs at the point where dM/dx = 0 and shear force is zero, that is, at the middle of the beam.

L = 500mm = 19.69 in

35.00 lb/in ґ = 250mm = 9.8 in

Load q = 3.5561 psi unit load W = q x ґ psi = 35.00 lb/in

19.69 in Bending Moment

As per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x = L/2 = 9.84 in

Maximum moment, Mmax = WL2/8 = 1695 lb-in M/I = s/y (I/y)required = M/s = 0.068 in3 Use FB 65 x 6 I/y = 0.258 in3 _{> (I/y)} required O.K

Therefore, s = 6576 psi < σallowable 16700 psi O.K

Deflection

As per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x =L/2= 9.84in

δ_max = (5WL4₎ 384EI

= 0.007 < L/360 = 0.0547 in The stiffener size used is adequate.

Wb Wa

X

W

BOTTOM WALL VERTICAL STIFFENER CALCULATION TANK NO. : T-950 L = 500 mm = 19.69 in ґ = 250 mm = 9.8 in 35.00 lb/in Load q = 3.5561 psi unit load W = q x ґ psi = 35.00 lb/in

19.69 in

Bending Moment

As per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.548L = 10.79 in

Maximum moment, Mmax = 0.0215WL2

= 292 lb-in

M/I = s/y

(I/y)required = M/s

= 0.012 in3 1. Checking Section Modulus (Z) of stiffener :

Stiffener size = FB 65 x 6

Section Modulus of stiffener is OK

Z = I/y

Z

Z

s

M/Z

s stiffener = M max / Z stiffener

Therefore, s stiffener = 1131 psi < 16700 psi σallowable Deflection

As per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.525L = 10.33 in

d_max =

= 0.006 in < L/360) 0.0547 in Therefore the size used is adequate.

0.001309 x WL4 EI Wb Wa X W

ROOF WALL DESIGN CALCULATION TANK NO. : T-950

Tank Height, H 98.4 in 2500mm Roof weight = 156.53 lb

Tank Width, W 59.06 in 1500mm Misc. weight = 11.02 lb

Tank Length, L 39.37 in 1000mm Live load,LL = 0.00 psi

Dead load,TDL = 0.26 psi Design Pressure = Full Water (+0.7/-0.03) psig Conc. load, CL = 0.00 psi

Design Temp. = 131  F

Material = A 240 316L

As per Table 11.4 Case No.1a Chapter 10 of Roark's

Rectangular plate, all edges simply supported, with uniform loads over entire plate.

g = 9.81 m/s2 ρ liq = 1000 kg/m3

a = 39.37 in 1000mm

b = 19.69 in 500mm

a/b = 2.0000

b = 0.6102 Loading q = Live load + DeadLoad + Conc.Load

a = 0.1110 = 0.259 psi g = 0.5030 E =2.90E+07 psi = t = 0.2362 in 6.0mm c.a = 0.0000 in 0mm t (corr) = 0.2362 in 6.0 mm At Center,

Maximum Deflection, = -(aqb4)/Et3 t/2 = 0.118 in

= -0.01

= 0.01 in Max Deflection < t/2 : O.K Maximum Bending stress, s = (bqb2)/ t2

= 1,097 psi < σallowable 16,700 psi : OK Max Bending stress < σ allowable : O.K

Material A 240 316L

Yield Stress, sy = 25000psi Stress Ratio, s/sy = 0.044 At center of long side,

Maximum reaction force per unit length normal to the plate surface,

R = g qb = 2.56 lb/in = 289.73 N/mm S a S S S b

ROOF WALL WEIGHT CALCULATION

Weight Per pcs Qty Total

450NB Blind = 100 1 100 kg

450NB Pipe = 12 1 12 kg

450NB Slip On = 59 1 59 kg

50NB WNRF = 1.02 1 1.02 kg

50NB Pipe = 15 1 15 kg

Piping & Accs = 5 1 5 kg

Stiffener (FB65 X 6) = 10 1 10 kg

Roof plate = 71 1 71 kg

Misc weight = 5 1 5 kg

Total Weight 273.02 kg

601.91 lb

Total Loading (pressure) acting on the roof plate is calculated as shown below

Dead Load = 273.02 kg F = m x g = 2678.33 N Area = a x b = 1.50 m2 P = F/A = 1785.55 Pa = 0.259 psi Concentrated Load = 0.00 kg F = m x g = 0.00 N Area = a x b = 1.50 m2 P = F/A = 0.00 Pa = 0.00 psi Live Load, LL = 0.00 kg/m2 = 0.00 psi extra load 0.00

ROOF STIFFENER LOCATION

ROOF WALL HORIZONTAL STIFFENER CALCULATION TANK NO. : T-950

Maximum bending moment occurs at the point where dM/dx = 0 and shear force is zero, that is, at the middle of the beam.

L = 1000 mm = 39.37 in

5.10 lb/in ґ = 500mm = 19.7 in

Load q = 0.259 psi unit load W = q x ґ psi = 5.10 lb/in

39.37 in Bending Moment

As per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x = L/2 = 19.69 in

Maximum moment, Mmax = WL2/8

= 988 lb-in M/I = s/y (I/y)required = M/s = 0.040 in3 Use FB 65 x 6 I/y = 0.258 in3 _{> (I/y)} required O.K

Therefore, s = 3831 psi < σallowable 16700 psi O.K

Deflection

As per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x =L/2= 19.69in

δ_max = (5WL4₎ 384EI

= 0.017 < L/360 = 0.1094 in The stiffener size used is adequate.

Wb Wa

X

W

ROOF WALL VERTICAL STIFFENER CALCULATION TANK NO. : T-950 L = 500 mm = 19.69 in ґ = 250 mm = 9.8 in 2.55 lb/in Load q = 0.2590 psi unit load W = q x ґ psi

= 2.55 lb/in

19.69 in

Bending Moment

As per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.548L = 10.79 in

Maximum moment, Mmax = 0.0215WL2

= 21 lb-in

M/I = s/y

(I/y)required = M/s

= 0.001 in3 1. Checking Section Modulus (Z) of stiffener :

Stiffener size = FB 65 x 6

Section Modulus of stiffener is OK

Z = I/y

Z

Z

s

M/Z

s stiffener = M max / Z stiffener

Therefore, s stiffener = 82 psi < 16700 psi σallowable Deflection

As per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.525L = 10.33 in

d_max =

= 0.0004 in < L/360) 0.0547 in The stiffener size used is adequate.

0.001309 x WL4 EI Wb Wa X W

NOZZLE THICKNESS CALCULATION TANK NO. : T-985

NOZZLE NO : N1 / N2 / N3 / N4 / N5 / K1A / K1B

DESIGN CONDITIONS WELDS

Neck: P 0.0245MPa tc1 = 0.7*t 4.20 mm DT 55o C tc2 = 0.7*tn 3.88 mm CAe / CAi 0 / 0 mm tc3 xxx tc = Min[tc1,tc2,tc3] 3.88 mm Pad: Fr1 = 0.5*te xxx mm Fr2 = 0.5*t xxx mm SHELL PROPERTIES Fr3 = xxx mm Fr = Min[Fr1,Fr2,Fr3] mm Summary:

Material: A 240 316L External Leg 6mm

S @(55oC) 115.15MPa Internal Leg 0 mm

Wall Thickness, ts 6mm Pad Leg 0 mm

tr = 3 mm

t = ts - CA 6 mm LIMIT OF REINFORCEMENT ….UG - 40

NOZZLE SIZE: 50NB SCH 40S R1 = d 49.22 mm R2 = Rn + tn + t 36.15 mm trn = PRn …….UG - 32 R = Max [R1,R2] 49.22 mm 2SE - 0.2P h1 = 2.5*T1 15.00 mm h2 = 2.5*Tb1 + Tr1 13.85 mm Material: A 312 TP316L h = Min [h1,h2] 13.85 mm

S @(55oC) 115.15MPa Internal Projection 5.00mm

OD 60.3 External Projection 150.00mm

Wall Thickness, tb 5.54mm

ID 49.22 mm MATERIAL STRENGTH RATIOS

Neck Slope 0o F = Figure UG-37 1.0 fr1 = Sn/Sv 1.0000 d = ID + (2*CA) +Tol. 49.22 mm fr2 = Sn/Sv 1.0000 Rn = d/2 24.61 mm fr4 = Sp/Sv 0.00 E 1.0 fr3 = Min[fr1,fr2,fr4] 0.0000 trn 0.00262 mm

tn = tb - CA 5.54 mm AREA AVAILABLE ….UG - 37

PAD A11 = d(E1t - Ftr) - 2tn(E1t - Ftr)(1 - fr1) 147.66 mm2

A12 = 2(t+tn)(E1t-Ftr)-2tn(E1t-Ftr)(1-fr1) 69.24 mm2 Material: A1 = Max [A11, A12] 147.66 mm2 S @(55oC) 0MPa OD 0mm A21 = 5(tn - trn)fr2.t 166.12 mm2 Thickness = te 0mm A22 = 5(tn - trn)fr2.tn 153.39 mm2 Weld 0mm A2 = Min [A21, A22] 153.39 mm2

A3 = (Int.proj - CAi)(tn - CAi).fr2 27.70 mm2

FLANGE

A41 = (Ext.Leg - CAe)2.fr3 0.00 mm2

Material: A 182 F316L A42 = (Int.Leg - CAi)2.fr2 0.00 mm2

Type: 150 # SW A43 = (Pad.Leg - CAe)2.fr4 0.00 mm2

Rating at 55oC 1.943MPa A4 = Sum[A41,A42,A43] 0.00 mm2

AREA REQUIRED …UG - 37 A5 = (Pad OD - Noz OD).te.fr4 0.00 mm2

A = d.tr.F + 2.tn.tr.F(1-fr1) 147.66 mm2 _{TOTAL AREA AVAILABLE = 328.75}

mm2 OK

NOZZLE THICKNESS CALCULATION TANK NO. : T-985

NOZZLE NO : MW

DESIGN CONDITIONS WELDS

Neck: P 0.0245MPa tc1 = 0.7*t 4.20 mm DT 55o C tc2 = 0.7*tn 4.20 mm CAe / CAi 0 / 0 mm tc3 xxx tc = Min[tc1,tc2,tc3] 4.20 mm Pad: Fr1 = 0.5*te xxx mm Fr2 = 0.5*t xxx mm SHELL PROPERTIES Fr3 = xxx mm Fr = Min[Fr1,Fr2,Fr3] mm Summary:

Material: A 240 316L External Leg 6mm

S @(55oC) 115.15MPa Internal Leg 0 mm

Wall Thickness, ts 6mm Pad Leg 0 mm

tr = 3 mm

t = ts - CA 6 mm LIMIT OF REINFORCEMENT ….UG - 40

NOZZLE SIZE: 600NB R1 = d 597.6 mm R2 = Rn + tn + t 310.8 mm trn = PRn …….UG - 32 R = Max [R1,R2] 597.6 mm 2SE - 0.2P h1 = 2.5*T1 15.00 mm h2 = 2.5*Tb1 + Tr1 15.00 mm Material: A 240 316L h = Min [h1,h2] 15.00 mm

S @(55oC) 115.15MPa Internal Projection 5.00mm

OD 609.6 External Projection 150.00mm

Wall Thickness, tb 6mm

ID 597.6 mm MATERIAL STRENGTH RATIOS

Neck Slope 0o F = Figure UG-37 1.0 fr1 = Sn/Sv 1.0000 d = ID + (2*CA) +Tol. 597.6 mm fr2 = Sn/Sv 1.0000 Rn = d/2 298.8 mm fr4 = Sp/Sv 0.00 E 1.0 fr3 = Min[fr1,fr2,fr4] 0.0000 trn 0.03181 mm

tn = tb - CA 6 mm AREA AVAILABLE ….UG - 37

PAD A11 = d(E1t - Ftr) - 2tn(E1t - Ftr)(1 - fr1) 1792.80 mm2

A12 = 2(t+tn)(E1t-Ftr)-2tn(E1t-Ftr)(1-fr1) 72.00 mm2 Material: A1 = Max [A11, A12] 1792.80 mm2 S @(55oC) 0MPa OD 0mm A21 = 5(tn - trn)fr2.t 179.05 mm2 Thickness = te 0mm A22 = 5(tn - trn)fr2.tn 179.05 mm2 Weld 0mm A2 = Min [A21, A22] 179.05 mm2

A3 = (Int.proj - CAi)(tn - CAi).fr2 30.00 mm2

FLANGE

A41 = (Ext.Leg - CAe)2.fr3 0.00 mm2

Material: A 182 F316L A42 = (Int.Leg - CAi)2.fr2 0.00 mm2

Type: 150 # A43 = (Pad.Leg - CAe)2.fr4 0.00 mm2

Rating at 55oC 1.943MPa A4 = Sum[A41,A42,A43] 0.00 mm2

AREA REQUIRED …UG - 37 A5 = (Pad OD - Noz OD).te.fr4 0.00 mm2

A = d.tr.F + 2.tn.tr.F(1-fr1) 1792.8 mm2 _{TOTAL AREA AVAILABLE = 2001.85}

mm2 OK

WIND LOADING - BS 6399 - PART 2 -1997 ITEM : CPP (T-950 )

PROJECT NO.PM329 EAST PIATU DEVELOPMENT PROJECT

Terrain Category = 1

Region = D

Basic Wind Speed Vb = 50.00 m/s

Shielding Factor Ms = 1

Topographic Factor Sa = 1

Direction Factor Sd = 1

Probability Factor Sp = 1

Seasonal Factor Ss = 1

Terrain and Building Factor Sb = 1

Design Wind Speed Vz = 50.00 m/s ( Vb x Sa x Sd x Sp x Ss )

Effective (Design) Wind speed Ve = 50.00 m/s ( Vz x Sb )

Dynamic Pressure qz = 1.5325 kPa ( 0.613 x Ve2 x 10-3 )

Drag Coefficient Cd = 1 H = 3,500 mm Width = 2,800 mm Az = 9,800,000 mm2 3 5 0 0 H / Width = 1.25 Kar = 1 Cd' = 1 ( Cd x Kar ) Wind Force Fw = 15018.5 N ( Cd' x qz x Az ) / 103 Height to COG h = 1750.000 mm ( H / 2 ) Overturning Moment Mw = 26282375 Nmm ( Fw x h ) 2800

LOAD AT BASE & TRANSPORTATION LOAD CALCULATION ITEM : CPP (T-950 )

PROJECT NO. PM329 EAST PIATU DEVELOPMENT PROJECT WEIGHTS

Empty We = 1361 kg ---> 13353 N EXTERNAL LOADS

Wind Force Fw = 15,019 N Earthquake Force Feq = 0 N

FD = 2024 N [( 0.5 x We )2 + ( 1.4 x We )2 ]0.5 Wind Moment Mw = 26,282,375 Nmm

Earthquake Moment Meq = 0 Nmm

Transportation Moment Mc = 3,541,163 Nmm ( FD x COG ) COG = 1750 mm (H/2)

Maximum Shear Force F = 15,019 N Maximum O/T Moment M = 26,282,375 Nmm

HOLD DOWN BOLTS

Bolt Material……….……….………….= A 193 GR B7 Bolt Yield Stress……….………Sy = 207 MPa Bolt UTS…….…..……….………Su = 507 MPa Allowable Tensile……….…..…...……Ft = 124.2 MPa Allowable Shear………...……Fs = 69 MPa Bolt Size………...………= M16

Bolt Number………..…...…………N = 2

Tensile Area………….………..….……AT = 146 mm2 Shear Area………..…AS ₌ 225 mm2 Bolt PCD………..PCD = 1980.64 mm

SHEAR STRESS IN BOLT Shear / Bolt, fs = F

N x As

33.37 MPa OK 69 MPa since fs < Fs the shear stress is OK

Transportation Force

fs = Fs =

LEG BASEPLATE DESIGN

ITEM : CPP (T-950 )

PROJECT NO. PM329 EAST PIATU DEVELOPMENT PROJECT

Refer Dennis R Moss Procedure 3-10

tb =

Q = Maximum Load / Support = 3338 N

F = Baseplate Width = 170 mm

A = Baseplate Length = 170 mm

Fb = Allowable Bending Stress = 163.68 MPa ( 0.66 Fy )

tb = 3.9 mm

Use Tb = 10 mm OK

BASE PLATE WELD CHECKING

Maximum stress due to Q & F = max(Q, F)/Aw = 3.68 N/mm2 < 86.9 N/mm2 OK

Weld leg size, g = 6.0 mm

Length of weld, l = 2*( 2*F + 2*A ) = 1360 mm

Area of weld, Aw = 0.5*g*l = 4080 mm2

Joint efficiency for fillet weld, E = 0.6

-Welding stress for steel, fw = 144.8 N/mm2

Allowable stress for weld, fw = E*fw = 86.9 N/mm2

Maximum vertical force, Q = 3338.3 N

Maximum horizontal force, F = 15018.5 N

3 x Q x F 4 x A x Fb

LEG DESIGN CALCULATION

ITEM : CPP (T-950 )

PROJECT NO. PM329 EAST PIATU DEVELOPMENT PROJECT

LEG DATA

Material………...………..= A 36

Yield Stress, Sy………….…………..= 248.2 N/mm2

Allowable Axial Stress, fall.…...……= 148.9 N/mm2 ( 0.6 x Sy ) Allowable Bending Stress, fball...= 165.5 N/mm2 ( 2/3 x Sy ) LEG GEOMETRY :- I-BEAM 152 x 152 x 23 kg/m

A = 2920 mm2 Ixx = 12500000 mm4 d = 76.2 mm e = 76.2 mm L = 152.4 mm r = 9 mm AXIAL STRESS Axial Stress, fa = F / A = 1.14 N/mm2 BENDING STRESS Bending Stress, fb = P x L x e = 13.95 N/mm2 Ixx COMBINED STRESS

Combined Stress, f = (fa/fall + fb/fball) = 0.09 Since Combined Stress is < 1.00 The Leg Design is OK!

e d

X X

WEIGHT SUMMARY

ITEM : CPP (T-910 / T-920 / T-940 / T-950)

PROJECT NO. PM329 EAST PIATU DEVELOPMENT PROJECT

ITEM QTY SET WEIGHT

T-910 / T-920 / T-940 SIDE PLATE 1.5 m x 2.5 m x 6 thk 4 3 2119.5 kg BASE PLATE 1.5 m x 1.5 m x 6 thk 1 3 317.9 kg ROOF PLATE 1.5 m x 1.5 m x 6 thk 1 3 317.9 kg STIFFENER SIDE WALL FB 65 x 6 x 17.5 m 4 3 2571.7 kg ROOF PLATE FB 65 x 6 x 2.0 m 1 3 18.4 kg BOTTOM PLATE FB 65 x 6 x 12.0 m 1 3 110.2 kg NOZZLE / OPENINGS 1 3 315.0 kg

MISC (PIPING / OTHERS) 1 3 225.0 kg

T-950 SIDE PLATE (1) 1.5 m x 2.5 m x 6 thk 2 1 353.3 kg SIDE PLATE (2) 1.0 m x 2.5 m x 6 thk 2 1 235.5 kg BASE PLATE 1.5 m x 1.0 m x 6 thk 1 1 70.7 kg ROOF PLATE 1.5 m x 1.0 m x 6 thk 1 1 70.7 kg STIFFENER SIDE WALL (1) FB 65 x 6 x 17.5 m 2 1 214.3 kg SIDE WALL (2) FB 65 x 6 x 12.5 m 2 1 153.1 kg ROOF PLATE FB 65 x 6 x 2.0 m 1 1 6.1 kg BOTTOM PLATE FB 65 x 6 x 10.0 m 1 1 30.6 kg NOZZLE / OPENINGS 1 1 105.0 kg

MISC (PIPING / OTHERS) 1 1 122.0 kg

CPP SKID SUPPORT

UC254x254x73 kg/m2 30.8 m x 73 kg/m2 1 1 2250.5 kg UC152x152x23 kg/m2 6.6 m x 23 kg/m2 1 1 152.7 kg

TOTAL WEIGHT 9,760 kg

height width length

Tank Volume (T910/T920/T940) 2.5 m x 1.5 m x 1.5 mm = 5.6 m3 Tank Volume (T950) 2.5 m x 1.0 m x 1.5 mm = 3.8 m3 CPPT-910 / T-920 / T-940 - Water Weight [ Volume x Density(@1000 kg/m3)] 9,375 kg SUMMARY

9,760 kg 19,135 kg 19,135 kg WIRE ROPE DIAMETER USED = 24 ton Design safety Factor = 1.8

SWL OF SLING USED = 6.3 ton Design Weight of Load = 38,731 lb 17,568 kg DESCRIPTION

EMPTY WEIGHT

OPERATING WEIGHT (Empty Weight + Water Weight) FULL WATER WEIGHT

SECTIONAL STIFFENER PROPERTIES CALCULATION TANK NO. : CPP (T-910/T-920/T-940/T-950) Stiffener Size FB 65 x 6

Material, A 240 316L

Yield Stress, σy 25000psi

Allowable Stress, σ allowable 16700psi

Where :

d1 = 65 mm

b1 = 6mm

PART Area (a) y a x y h h2 a x h2 bd3/12 I section

mm2 mm mm3 mm mm2 mm4 mm4 mm4

1 390 32.5 12675 0.00 0 0 137312.5 137312.5

TOTAL 390 32.5 12675 0.00 0 0 137312.5 137312.5

Calculating Sectional Properties of stiffener :

C = SAy = 12675

SA 390

C = 32.50 mm

Second Moment of Inertia of Stiffener

I = 137312.5 mm4 = 0.3299 _in4

Section Modulus of Stiffener

Z = 4225 mm3 = 0.2578 _in3 h C 1 b1 y1 d1 Stiffener