cpp-tank dsgn calc-rev c

TABLE OF CONTENT PAGE

1 2-3

2 4-6

3 7-9

4 10-13

5 14-15

6 16-17

7 18-19

8 20

9 21

10 22

11 23

12 24-27

13 28-30

14 31-34

15 35-36

16 37

17 38

18 39

19 40

20 41

21 42

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


WIND LOADING - T-910/T-920/T-940



CPP-Tank Design Calc

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DESIGN DATA

ITEM NO. : T-910 ( CORROSION INHIBITOR TANK )DISCHARGE PRESSURE : WATER FULL (+0.7/-0.03) psigDESIGN TEMPERATURE : 131 oFOPERATING PRESSURE : ATMOSPHERICOPERATING TEMPERATURE : AMBIENTWORKING VOLUME : 4.1 m3

MATERIAL : STAINLESS STEEL 316LTRIM NO. : B6DESIGN CODE ROARK'S FORMULA STRESS AND STRAIN & ASME SECT VII DIV 1

NOZZLE SIZE RATING SERVICEMW 600 MANWAYN1 50 150# SWRF FILLING CONNECTIONN2 50 150# SWRF VENT CONNECTIONN3 50 150# SWRF FEED TO PUMPN4 50 150# SWRF DRAINN5 50 150# SWRF OVERFLOW

K1A 50 150# SWRF LEVEL GAUGE HIGHK1B 50 150# SWRF LEVEL GAUGE LOW

ITEM NO. : T-920 ( POUR POINT DEPRESENT STORAGE TANK )DISCHARGE PRESSURE : WATER FULL (+0.7/-0.03) psigDESIGN TEMPERATURE : 131 oFOPERATING PRESSURE : ATMOSPHERICOPERATING TEMPERATURE : AMBIENTWORKING VOLUME : 4.0 m3



K1A 50 150# SWRF LEVEL GAUGE HIGHK1B 50 150# SWRF LEVEL GAUGE LOWK2 51 150# SWRF PRESSURE GAUGEK3 52 150# SWRF PVRV/FLAME ARRESTOR


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DESIGN DATA

ITEM NO. : T-940 ( DEMULSIFIER STORAGE TANK )DISCHARGE PRESSURE : WATER FULL (+0.7/-0.03) psigDESIGN TEMPERATURE : 131 oFOPERATING PRESSURE : ATMOSPHERICOPERATING TEMPERATURE : AMBIENTWORKING VOLUME : 4.0 m3


NOZZLE SIZE RATING SERVICEMW 600 MANWAYN1 50 150# SWRF FILLING CONNECTIONN2 50 150# SWRF VENT CONNECTIONN3 50 150# SWRF FEED TO PUMPN4 50 150# SWRF DRAINN5 50 150# SWRF OVERFLOWN6 50 150# SWRF SPAREN7 50 150# SWRF SPARE


ITEM NO. : T-950 ( WATER FLOCCULANT TANK )DISCHARGE PRESSURE : WATER FULL (+0.7/-0.03) psigDESIGN TEMPERATURE : 131 oFOPERATING PRESSURE : ATMOSPHERICOPERATING TEMPERATURE : AMBIENTWORKING VOLUME : 2.5 m3





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SIDE WALL DESIGN CALCULATION

TANK NO. : T-910 / T-920 / T-940

Tank Height, H = 98.4 in 2500 mmTank Width, W = 59.06 in 1500 mmTank Length, L = 59.06 in 1500 mm

Design Pressure = Full Water (+0.7/-0.03) psigDesign Temp. = 131 FMaterial = A 240 316L

As per Table 11.4 Case No.1a Chapter 10 of Roark'sRectangular 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 = 625 mmb = 19.69 in = 500 mm

a/b = 1.2500

b = 0.3954 Loading q = ρ liq gH a = 0.0655 = 24525 N/m2

g 0.4608 = 3.5561 psiE = 2.9E+07 psi = 3.5561 psi

t = 0.2362 in 6.0 mmc.a = 0.0000 in 0 mm

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 316LYield Stress, sy = 25000 psiStress 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

Sa

S

S

Sb


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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 = 500 mm = 19.69 in35.00 lb/in ґ = 250 mm = 9.8 in

Load q = 3.5561 psiunit load W = q x ґ psi

= 35.00 lb/in

19.69 in

Bending MomentAs 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 6I/y = 0.258 in3 > (I/y)required O.K

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

DeflectionAs per Table 8.1 Case 2e of Roark's (Uniform load on entire span)

At x =L/2= 9.84 in

δmax = (5WL4)384EI

= 0.007 < L/360 = 0.0547 in

The stiffener size used is adequate.

WbWa

X

W


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SIDE WALL VERTICAL STIFFENER CALCULATION

TANK NO. : T-910 / T-920 / T-940 L = 625 mm = 24.61 inґ = 312.5 mm = 12.3 in

43.75 lb/inLoad q = 3.5561 psiunit load W = q x ґ psi

= 43.75 lb/in

24.61 in

Bending MomentAs 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-inM/I = s/y


1. Checking Section Modulus (Z) of stiffener :Stiffener size = FB 65 x 6

Section Modulus of stiffener is OKZ = I/y

Z stiffener = 0.258 in3 > 0.023 in3 Z required

2. Checking stiffener Bending stress (s ) :s = M/Z Max bending stress of stiffener is OK

s stiffener = M max / Z stiffener

Therefore, s stiffener = 2209 psi < 16700 psi σallowable

DeflectionAs per Table 8.1 Case 2d of Roark's (Uniformly increasing load)

At x = 0.525L = 12.92 in

dmax =

= 0.0286 in < L/360) 0.0684 in

Therefore the size used is adequate.

0.001309 x WL4

EI

WbWa

X

W


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BOTTOM WALL DESIGN CALCULATION

TANK NO. : T-910 / T-920 / T-940


Design Pressure = Full Water (+0.7/-0.03) psigDesign Temp. = 131 ° FMaterial = A 240 316L


g = 9.81 m/s2

ρ liq = 1000 kg/m3

a = 19.69 in = 500 mmb = 19.69 in = 500 mm

a/b = 1.0000


g 0.4200 = 3.5561 psiE = 2.9E+07 psi = 3.5561 psi

t = 0.2362 in 6.0 mmc.a = 0.0000 in 0 mm

t (corr) = 0.2362 in 6.0 mm




= 7,097 psi < σ allowable 16,700 psi : OK





R = g qb = 29.40 lb/in= 3321.96 N/mm

Sa

S

S

Sb


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BOTTOM WALL HORIZONTAL STIFFENER CALCULATION (1)

TANK NO. : T-910 / T-920 / T-940


L = 500 mm = 19.69 in35.00 lb/in ґ = 250 mm = 9.8 in


= 35.00 lb/in

19.69 in



M/I = s/y





At x =L/2= 9.84 in

δmax = (5WL4)384EI

= 0.007 < L/360 = 0.0547 in


WbWa

X

W


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BOTTOM WALL VERTICAL STIFFENER CALCULATION

TANK NO. : T-950L = 500 mm = 19.69 inґ = 250 mm = 9.8 in


= 35.00 lb/in

19.69 in












At x = 0.525L = 10.33 in

dmax =

= 0.006 in < L/360) 0.0547 in


0.001309 x WL4

EI

WbWa

X

W


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ROOF WALL DESIGN CALCULATION

TANK NO. : T-910 / T-920 / T-940

Tank Height, H 98.4 in 2500 mm Roof weight = 233.69 lbTank Width, W 59.06 in 1500 mm Misc. weight = 11.02 lbTank Length, L 59.06 in 1500 mm Live load,LL = 0.00 psi

Dead load,TDL = 0.20 psiDesign Pressure = Full Water (+0.7/-0.03) psig Conc. load, CL = 0.00 psiDesign Temp. = 131 FMaterial = A 240 316L


g = 9.81 m/s2

ρ liq = 1000 kg/m3

a = 19.69 in 500 mmb = 19.69 in 500 mm

a/b = 1.0000

b = 0.2874 Loading q = Live load + DeadLoad + Conc.Load a = 0.0444 = 0.200 psig = 0.4200E =2.90E+07 psi =

t = 0.2362 in 6.0 mmc.a = 0.0000 in 0 mm

t (corr) = 0.2362 in 6.0 mm


= 0.00= 0.00 in Max Deflection < t/2 : O.K

Maximum Bending stress, s = (bqb2)/ t2

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




R = g qb = 1.66 lb/in= 187.27 N/mm

S

a

S

S

Sb


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ROOF WALL WEIGHT CALCULATION

Weight Per pcs Qty Total450NB Blind = 100 1 100 kg450NB Pipe = 12 1 12 kg

450NB Slip On = 59 1 59 kg50NB WNRF = 1.02 1 1.02 kg

50NB Pipe = 15 1 15 kgPiping & Accs = 5 1 5 kg

Stiffener (FB65 X 6) = 19 1 19 kgRoof plate = 106 1 106 kg

Misc weight = 5 1 5 kgTotal Weight 317.02 kg

698.91 lb

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

Dead Load = 317.02 kgF = 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 kgF = 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


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ROOF WALL HORIZONTAL STIFFENER CALCULATION

TANK NO. : T-910 / T-920 / T-940


L = 500 mm = 19.69 in1.97 lb/in ґ = 250 mm = 9.8 in


= 1.97 lb/in

19.69 in



M/I = s/y





At x =L/2= 9.84 in

δmax = (5WL4)384EI

= 0.000 < L/360 = 0.0547 in


WbWa

X

W


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ROOF WALL VERTICAL STIFFENER CALCULATION

TANK NO. : T-910 / T-920 / T-940L = 500 mm = 19.69 inґ = 250 mm = 9.8 in


= 1.97 lb/in

19.69 in



= 16 lb-inM/I = s/y









At x = 0.525L = 10.33 in

dmax =

= 0.0003 in < L/360) 0.0547 in


0.001309 x WL4

EI

WbWa

X

W


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NOZZLE THICKNESS CALCULATION

TANK NO. : T-910 NOZZLE NO : N1 / N2 / N3 / N4 / N5 / K1A / K1B

DESIGN CONDITIONS WELDS

Neck:P 0.0245 MPa tc1 = 0.7*t 4.20 mmDT 55 oC tc2 = 0.7*tn 2.80 mmCAe / CAi 0 / 0 mm tc3 xxx

tc = Min[tc1,tc2,tc3] 2.80 mmPad:Fr1 = 0.5*te xxx mmFr2 = 0.5*t xxx mm

SHELL PROPERTIES Fr3 = xxx mmFr = Min[Fr1,Fr2,Fr3] mmSummary:

Material: A 240 316L External Leg 6 mmS @(55oC) 115.15 MPa Internal Leg 0 mmWall Thickness, ts 6 mm Pad Leg 0 mmtr = 3 mmt = ts - CA 6 mm LIMIT OF REINFORCEMENT ….UG - 40

NOZZLE SIZE: 50NB SCH 40S R1 = d 52.3 mmR2 = Rn + tn + t 36.15 mm

trn = PRn …….UG - 32 R = Max [R1,R2] 52.3 mm2SE - 0.2P h1 = 2.5*T1 15.00 mm

h2 = 2.5*Tb1 + Tr1 10.00 mmMaterial: A 312 TP316L h = Min [h1,h2] 10.00 mmS @(55oC) 115.15 MPa Internal Projection 5.00 mmOD 60.3 External Projection 150.00 mmWall Thickness, tb 4 mmID 52.3 mm MATERIAL STRENGTH RATIOSNeck Slope 0 o

F = Figure UG-37 1.0 fr1 = Sn/Sv 1.0000d = ID + (2*CA) +Tol. 52.3 mm fr2 = Sn/Sv 1.0000Rn = d/2 26.15 mm fr4 = Sp/Sv 0.00E 1.0 fr3 = Min[fr1,fr2,fr4] 0.0000trn 0.00278 mmtn = 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) 0 MPaOD 0 mm A21 = 5(tn - trn)fr2.t 119.92 mm2

Thickness = te 0 mm A22 = 5(tn - trn)fr2.tn 79.94 mm2

Weld 0 mm A2 = Min [A21, A22] 79.94 mm2

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

FLANGEA41 = (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 1.943 MPa 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


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TANK NO. : T-910 NOZZLE NO : MW






NOZZLE SIZE: 600NB R1 = d 597.6 mmR2 = Rn + tn + t 310.8 mm


h2 = 2.5*Tb1 + Tr1 15.00 mmMaterial: A 240 316L h = Min [h1,h2] 15.00 mmS @(55oC) 115.15 MPa Internal Projection 5.00 mmOD 609.6 External Projection 150.00 mmWall Thickness, tb 6 mmID 597.6 mm MATERIAL STRENGTH RATIOSNeck Slope 0 o







Weld 0 mm A2 = Min [A21, A22] 179.05 mm2




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





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TANK NO. : T-920NOZZLE NO : N1 / N2 / N3 / N4 / N5 / K1A / K1B / K2 / K3















Weld 0 mm A2 = Min [A21, A22] 79.94 mm2









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TANK NO. : T-920NOZZLE NO : MW















Weld 0 mm A2 = Min [A21, A22] 179.05 mm2









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TANK NO. : T-940NOZZLE NO : N1 / N2 / N3 / N4 / N5 / N6 / N7 / K1A / K1B















Weld 0 mm A2 = Min [A21, A22] 79.94 mm2









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Weld 0 mm A2 = Min [A21, A22] 179.05 mm2









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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

3500

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


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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 NEarthquake 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 NmmEarthquake 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 = FN x As

33.37 MPa OK

69 MPa

since fs < Fs the shear stress is OK

Transportation Force

fs =

Fs =


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LEG BASEPLATE DESIGN


Refer Dennis R Moss Procedure 3-10

tb =

Q = Maximum Load / Support = 4901 NF = Baseplate Width = 170 mmA = Baseplate Length = 170 mmFb = Allowable Bending Stress = 163.68 MPa ( 0.66 Fy )

tb = 4.7 mm

Use Tb = 10 mm OK

BASE PLATE WELD CHECKINGMaximum stress due to Q & F = max(Q, F)/Aw = 3.68 N/mm2

< 86.9 N/mm2 OK

Weld leg size, g = 6.0 mmLength of weld, l = 2*( 2*F + 2*A ) = 1360 mmArea 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 F4 x A x Fb


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LEG DESIGN CALCULATION


LEG DATA

Material……………...………………..= A 36Yield 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/mA = 2920 mm2

Ixx = 12500000 mm4

d = 76.2 mme = 76.2 mmL = 152.4 mmr = 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


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SIDE WALL (1) DESIGN CALCULATION (@ Length = 1500mm )

TANK NO. : T-950




g = 9.81 m/s2

ρ liq = 1000 kg/m3

a = 24.61 in = 625 mmb = 19.69 in = 500 mm

a/b = 1.2500


g = 0.4608 = 3.5561 psiE = 2.9E+07 psi = 3.5561 psi

t = 0.2362 in 6.0 mmc.a = 0.0000 in 0 mm

t (corr) = 0.2362 in 6.0 mm




= 9,765 psi < σ allowable 16,700 psi. : OK





R = g qb = 32.25 lb/in= 3644.27 N/mm

Sa

S

S

Sb


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SIDE WALL (2) DESIGN CALCULATION (@ Length = 1000mm )

TANK NO. : T-950




g = 9.81 m/s2

ρ liq = 1000 kg/m3

a = 24.61 in = 625 mmb = 19.69 in = 500 mm

a/b = 1.2500


g 0.4608 = 3.5561 psiE = 2.9E+07 psi = 3.5561 psi

t = 0.2362 in 6.0 mmc.a = 0.0000 in 0 mm

t (corr) = 0.2362 in 6.0 mm






Material A 240 316LYield Stress, sy = 25000 psiStress Ratio, s/ sy = 0.391



R = g qb = 32.25 lb/in= 3644.27 N/mm

Sa

S

S

Sb


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SIDE WALL HORIZONTAL STIFFENER CALCULATION

TANK NO. : T-950


L = 500 mm = 19.69 in35.00 lb/in ґ = 250 mm = 9.8 in


= 35.00 lb/in

19.69 in



M/I = s/y





At x =L/2= 9.84 in

δmax = (5WL4)384EI

= 0.007 < L/360 = 0.0547 in


WbWa

X

W


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SIDE WALL VERTICAL STIFFENER CALCULATION

TANK NO. : T-950L = 625 mm = 24.61 inґ = 312.5 mm = 12.3 in


= 43.75 lb/in

24.61 in












At x = 0.525L = 12.92 in

dmax =

= 0.029 in < L/360) 0.068 in


0.001309 x WL4

EI

WbWa

X

W


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BOTTOM WALL DESIGN CALCULATION

TANK NO. : T-950




g = 9.81 m/s2

ρ liq = 1000 kg/m3

a = 19.69 in = 500 mmb = 19.69 in = 500 mm

a/b = 1.0000


g 0.4200 = 3.5561 psiE = 2.9E+07 psi = 3.5561 psi

t = 0.2362 in 6.0 mmc.a = 0.0000 in 0 mm

t (corr) = 0.2362 in 6.0 mm






Material A 240 316LYield Stress, sy = 25000 psiStress Ratio, s/ sy = 0.284



R = g qb = 29.40 lb/in= 3321.96 N/mm

Sa

S

S

Sb


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BOTTOM WALL HORIZONTAL STIFFENER CALCULATION (1)

TANK NO. : T-950


L = 500 mm = 19.69 in35.00 lb/in ґ = 250 mm = 9.8 in


= 35.00 lb/in

19.69 in



M/I = s/y





At x =L/2= 9.84 in

δmax = (5WL4)384EI

= 0.007 < L/360 = 0.0547 in


WbWa

X

W


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BOTTOM WALL VERTICAL STIFFENER CALCULATION



= 35.00 lb/in

19.69 in












At x = 0.525L = 10.33 in

dmax =

= 0.006 in < L/360) 0.0547 in


0.001309 x WL4

EI

WbWa

X

W


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ROOF WALL DESIGN CALCULATION

TANK NO. : T-950

Tank Height, H 98.4 in 2500 mm Roof weight = 156.53 lbTank Width, W 59.06 in 1500 mm Misc. weight = 11.02 lbTank Length, L 39.37 in 1000 mm Live load,LL = 0.00 psi

Dead load,TDL = 0.26 psiDesign Pressure = Full Water (+0.7/-0.03) psig Conc. load, CL = 0.00 psiDesign Temp. = 131 FMaterial = A 240 316L


g = 9.81 m/s2

ρ liq = 1000 kg/m3

a = 39.37 in 1000 mmb = 19.69 in 500 mm

a/b = 2.0000

b = 0.6102 Loading q = Live load + DeadLoad + Conc.Load a = 0.1110 = 0.259 psig = 0.5030E =2.90E+07 psi =

t = 0.2362 in 6.0 mmc.a = 0.0000 in 0 mm

t (corr) = 0.2362 in 6.0 mm




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




R = g qb = 2.56 lb/in= 289.73 N/mm

S

a

S

S

Sb


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ROOF WALL WEIGHT CALCULATION

Weight Per pcs Qty Total450NB Blind = 100 1 100 kg450NB Pipe = 12 1 12 kg

450NB Slip On = 59 1 59 kg50NB WNRF = 1.02 1 1.02 kg

50NB Pipe = 15 1 15 kgPiping & Accs = 5 1 5 kg

Stiffener (FB65 X 6) = 10 1 10 kgRoof plate = 71 1 71 kg

Misc weight = 5 1 5 kgTotal Weight 273.02 kg

601.91 lb

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

Dead Load = 273.02 kgF = 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 kgF = 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


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ROOF WALL HORIZONTAL STIFFENER CALCULATION

TANK NO. : T-950


L = 1000 mm = 39.37 in5.10 lb/in ґ = 500 mm = 19.7 in


= 5.10 lb/in

39.37 in



M/I = s/y





At x =L/2= 19.69 in

δmax = (5WL4)384EI

= 0.017 < L/360 = 0.1094 in


WbWa

X

W


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ROOF WALL VERTICAL STIFFENER CALCULATION



= 2.55 lb/in

19.69 in



= 21 lb-inM/I = s/y









At x = 0.525L = 10.33 in

dmax =

= 0.0004 in < L/360) 0.0547 in


0.001309 x WL4

EI

WbWa

X

W


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TANK NO. : T-985NOZZLE NO : N1 / N2 / N3 / N4 / N5 / K1A / K1B








h2 = 2.5*Tb1 + Tr1 13.85 mmMaterial: A 312 TP316L h = Min [h1,h2] 13.85 mmS @(55oC) 115.15 MPa Internal Projection 5.00 mmOD 60.3 External Projection 150.00 mmWall Thickness, tb 5.54 mmID 49.22 mm MATERIAL STRENGTH RATIOSNeck Slope 0 o

F = Figure UG-37 1.0 fr1 = Sn/Sv 1.0000d = ID + (2*CA) +Tol. 49.22 mm fr2 = Sn/Sv 1.0000Rn = d/2 24.61 mm fr4 = Sp/Sv 0.00E 1.0 fr3 = Min[fr1,fr2,fr4] 0.0000trn 0.00262 mmtn = tb - CA 5.54 mm AREA AVAILABLE ….UG - 37






Weld 0 mm A2 = Min [A21, A22] 153.39 mm2









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Weld 0 mm A2 = Min [A21, A22] 179.05 mm2









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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

3500

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


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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 NEarthquake 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 NmmEarthquake 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 = FN x As

33.37 MPa OK

69 MPa

since fs < Fs the shear stress is OK

Transportation Force

fs =

Fs =


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LEG BASEPLATE DESIGN


Refer Dennis R Moss Procedure 3-10

tb =

Q = Maximum Load / Support = 3338 NF = Baseplate Width = 170 mmA = Baseplate Length = 170 mmFb = Allowable Bending Stress = 163.68 MPa ( 0.66 Fy )

tb = 3.9 mm

Use Tb = 10 mm OK

BASE PLATE WELD CHECKINGMaximum stress due to Q & F = max(Q, F)/Aw = 3.68 N/mm2

< 86.9 N/mm2 OK

Weld leg size, g = 6.0 mmLength of weld, l = 2*( 2*F + 2*A ) = 1360 mmArea 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 F4 x A x Fb


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LEG DESIGN CALCULATION


LEG DATA

Material……………...………………..= A 36Yield 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/mA = 2920 mm2

Ixx = 12500000 mm4

d = 76.2 mme = 76.2 mmL = 152.4 mmr = 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


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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-940SIDE PLATE 1.5 m x 2.5 m x 6 thk 4 3 2119.5 kgBASE PLATE 1.5 m x 1.5 m x 6 thk 1 3 317.9 kgROOF PLATE 1.5 m x 1.5 m x 6 thk 1 3 317.9 kg

STIFFENERSIDE WALL FB 65 x 6 x 17.5 m 4 3 2571.7 kgROOF PLATE FB 65 x 6 x 2.0 m 1 3 18.4 kgBOTTOM PLATE FB 65 x 6 x 12.0 m 1 3 110.2 kg

NOZZLE / OPENINGS 1 3 315.0 kgMISC (PIPING / OTHERS) 1 3 225.0 kg

T-950SIDE PLATE (1) 1.5 m x 2.5 m x 6 thk 2 1 353.3 kgSIDE PLATE (2) 1.0 m x 2.5 m x 6 thk 2 1 235.5 kgBASE PLATE 1.5 m x 1.0 m x 6 thk 1 1 70.7 kgROOF PLATE 1.5 m x 1.0 m x 6 thk 1 1 70.7 kg

STIFFENERSIDE WALL (1) FB 65 x 6 x 17.5 m 2 1 214.3 kgSIDE WALL (2) FB 65 x 6 x 12.5 m 2 1 153.1 kgROOF PLATE FB 65 x 6 x 2.0 m 1 1 6.1 kgBOTTOM PLATE FB 65 x 6 x 10.0 m 1 1 30.6 kg

NOZZLE / OPENINGS 1 1 105.0 kgMISC (PIPING / OTHERS) 1 1 122.0 kg

CPP SKID SUPPORTUC254x254x73 kg/m2 30.8 m x 73 kg/m2 1 1 2250.5 kgUC152x152x23 kg/m2 6.6 m x 23 kg/m2 1 1 152.7 kg

TOTAL WEIGHT 9,760 kgheight 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

SUMMARY9,760 kg19,135 kg19,135 kg

WIRE ROPE DIAMETER USED = 24 ton Design safety Factor = 1.8SWL 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


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SECTIONAL STIFFENER PROPERTIES CALCULATION

TANK NO. : CPP (T-910/T-920/T-940/T-950)

Stiffener Size FB 65 x 6Material, A 240 316LYield Stress, σy 25000 psiAllowable Stress, σ allowable 16700 psi

Where :

d1 = 65 mm

b1 = 6 mm

PART Area (a) y a x y h h2 a x h2 bd3/12 I sectionmm2 mm mm3 mm mm2 mm4 mm4 mm4

1 390 32.5 12675 0.00 0 0 137312.5 137312.5TOTAL 390 32.5 12675 0.00 0 0 137312.5 137312.5

Calculating Sectional Properties of stiffener :

C = SAy = 12675SA 390

C = 32.50 mm

Second Moment of Inertia of StiffenerI = 137312.5 mm4 = 0.3299 in4

Section Modulus of StiffenerZ = 4225 mm3 = 0.2578 in3

h

C

1

b1

y1d1

Stiffener


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cpp-tank dsgn calc-rev c

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