SIDE WALL (1) DESIGN CALCULATION (@ Length = 3000mm ) 1

TANK NO. : T-980 / T-985 / T-987

Tank Height, H = 63.0 in 1600 mmTank Width, W = 110.24 in 2800 mmTank Length, L = 118.11 in 3000 mm

Design Pressure = FULL static head Design Temp. = 131 Deg CMaterial = 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

liq = 1000 kg/m3

a = 29.53 in = 750 mmb = 23.62 in = 600 mm

a/b = 1.2500

b = 0.3954 Loading q = liq gH a = 0.0655 = 15696 N/m2g = 0.4608 = 2.2759 psiE = 2.9E+07 psi = 2.2759 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

= -0.12= 0.12 in Max Deflection < t/2 : O.K

Maximum Bending stress, s =(bqb2)/ t2

= 8,999 psi < allowable 16,700 psi. : OK

Max Bending stress < allowable : O.K

Material A 240 316LYield Stress, sy = 25000 psiStress Ratio, s/sy = 0.360

At center of long side,

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

R = g qb = 24.77 lb/in= 2798.80 N/mm

Sa

S

S

Sb

SIDE WALL (1) HORIZONTAL STIFFENER CALCULATION 2

TANK NO. : T-980 / T-985 / T-987

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 = 750 mm = 29.53 in33.60 lb/in = 375 mm = 14.8 in

Load q = 2.2759 psiunit load W = q x psi

= 33.60 lb/in

29.53 in

Bending MomentAs per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x = L/2 = 14.76 in

Maximum moment, Mmax = WL2/8= 3662 lb-in

M/I = s/y

(I/y)required = M/s = 0.146 in3

Use FB 90 x 6I/y = 0.494 in3 > (I/y)required O.KO.K

Therefore, s = 7409 psi < allowable 16700 psi O.K

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

At x =L/2= 14.76 in

max = (5WL4)384EI

= 0.013 < L/360 = 0.0820 in

The stiffener size used is adequate.

WbWa

X

W

SIDE WALL (2) DESIGN CALCULATION (@ Length = 2800mm ) 3

TANK NO. : T-980 / T-985 / T-987

Tank Height, H = 63.0 in 1600 mmTank Width, W = 110.24 in 2800 mmTank Length, L = 118.11 in 3000 mm

Design Pressure = FULL static head Design Temp. = 131 Deg CMaterial = 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

liq = 1000 kg/m3

a = 27.56 in = 700 mmb = 23.62 in = 600 mm

a/b = 1.1667

b = 0.3614 Loading q = liq gH a = 0.0587 = 15696 N/m2g = 0.4492 = 2.2759 psiE = 2.9E+07 psi = 2.2759 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

= -0.11= 0.11 in Max Deflection < t/2 : O.K

Maximum Bending stress, s = (bqb2)/ t2

= 8,225 psi < allowable 16,700 psi : OK

Max Bending stress < allowable : O.K

Material A 240 316LYield Stress, sy = 25000 psiStress Ratio, s/sy = 0.329

At center of long side,

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

R = g qb = 24.15 lb/in= 2728.44 N/mm

Sa

S

S

Sb

SIDE WALL (2) HORIZONTAL STIFFENER CALCULATION 4

TANK NO. : T-980 / T-985 / T-987

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 = 700 mm = 27.56 in31.36 lb/in = 350 mm = 13.8 in

Load q = 2.2759 psiunit load W = q x psi

= 31.36 lb/in

27.56 in

Bending MomentAs per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x = L/2 = 13.78 in

Maximum moment, Mmax = WL2/8= 2977 lb-in

M/I = s/y

(I/y)required = M/s = 0.119 in3

Use FB 90 x 6I/y = 0.494 in3 > (I/y)required O.KO.K

Therefore, s = 6023 psi < allowable 16700 psi O.K

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

At x =L/2= 13.78 in

max = (5WL4)384EI

= 0.009 < L/360 = 0.0766 in

The stiffener size used is adequate.

WbWa

X

W

SIDE WALL (1&2) VERTICAL STIFFENER CALCULATION (Top Section) 5

TANK NO. : T-980 / T-985 / T-987L = 600 mm = 23.62 in = 300 mm = 11.8 in

26.88 lb/inLoad q = 2.2759 psiunit load W = q x psi

= 26.88 lb/in

23.62 in

Bending MomentAs per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.548L = 12.94 in

Maximum moment, Mmax = 0.0215WL2

= 322 lb-inM/I = s/y

(I/y)required = M/s = 0.013 in3

1. Checking Section Modulus (Z) of stiffener :Stiffener size = FB 90 x 6

Section Modulus of stiffener is OKZ = I/y

Z stiffener = 0.494 in3 > 0.013 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 = 652 psi < 16700 psi allowableDeflectionAs per Table 8.1 Case 2d of Roark's (Uniformly increasing load)

At x = 0.525L = 12.40 in

dmax =

= 0.0052 in < L/360) 0.0656 in

Therefore the size used is adequate.

0.001309 x WL4

EI

WbWa

X

W

SIDE WALL (1&2) VERTICAL STIFFENER CALCULATION (Middle & Bottom Section) 6

TANK NO. : T-980 / T-985 / T-987L = 500 mm = 19.69 in = 250 mm = 9.8 in

22.40 lb/inLoad q = 2.2759 psiunit load W = q x psi

= 22.40 lb/in

19.69 in

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

Maximum moment, Mmax = 0.0215WL2

= 187 lb-inM/I = s/y

(I/y)required = M/s = 0.007 in3

1. Checking Section Modulus (Z) of stiffener :Stiffener size = FB 90 x 6

Section Modulus of stiffener is OKZ = I/y

Z stiffener = 0.494 in3 > 0.007 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 = 378 psi < 16700 psi allowableDeflectionAs per Table 8.1 Case 2d of Roark's (Uniformly increasing load)

At x = 0.525L = 10.33 in

dmax =

= 0.0014 in < L/360) 0.0547 in

Therefore the size used is adequate.

0.001309 x WL4

EI

WbWa

X

W

BOTTOM WALL DESIGN CALCULATION 7

TANK NO. : T-980 / T-985 / T-987

Tank Height, H = 63.0 in 1600 mmTank Width, W = 110.24 in 2800 mmTank Length, L = 118.11 in 3000 mm

Design Pressure = FULL static head Design Temp. = 131 Deg CMaterial = 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

liq = 1000 kg/m3

a = 29.53 in = 750 mmb = 27.56 in = 700 mm

a/b = 1.0714

b = 0.3191 Loading q = liq gH a = 0.0505 = 15696 N/m2g = 0.4325 = 2.2759 psiE = 2.9E+07 psi = 2.2759 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

= -0.17= 0.17 in Max Deflection < t/2 : O.K

Maximum Bending stress, s =(bqb2)/ t2

= 9,885 psi < allowable 16,700 psi : OK

Max Bending stress < allowable : O.K

Material A 240 316LYield Stress, sy = 25000 psiStress Ratio, s/sy = 0.395

At center of long side,

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

R = g qb = 27.13 lb/in= 3065.07 N/mm

Sa

S

S

Sb

BOTTOM WALL STIFFENER CALCULATION (1) 8

TANK NO. : T-980 / T-985 / T-987

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 = 750 mm = 29.53 in33.60 lb/in = 375 mm = 14.8 in

Load q = 2.2759 psiunit load W = q x psi

= 33.60 lb/in

29.53 in

Bending MomentAs per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x = L/2 = 14.76 in

Maximum moment, Mmax = WL2/8= 3662 lb-in

M/I = s/y

(I/y)required = M/s = 0.146 in3

Use FB 90 x 6I/y = 0.494 in3 > (I/y)required O.KO.K

Therefore, s = 7409 psi < allowable 16700 psi O.K

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

At x =L/2= 14.76 in

max = (5WL4)384EI

= 0.013 < L/360 = 0.0820 in

The stiffener size used is adequate.

WbWa

X

W

BOTTOM WALL STIFFENER CALCULATION (2) 9

TANK NO. : T-980 / T-985 / T-987L = 700 mm = 27.56 in = 350 mm = 13.8 in

31.36 lb/inLoad q = 2.2759 psiunit load W = q x psi

= 31.36 lb/in

27.56 in

Bending MomentAs per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.548L = 15.10 in

Maximum moment, Mmax = 0.0215WL2

= 512 lb-inM/I = s/y

(I/y)required = M/s = 0.020 in3

1. Checking Section Modulus (Z) of stiffener :Stiffener size = FB 90 x 6

Section Modulus of stiffener is OKZ = I/y

Z stiffener = 0.494 in3 > 0.020 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 = 1036 psi < 16700 psi allowableDeflectionAs per Table 8.1 Case 2d of Roark's (Uniformly increasing load)

At x = 0.525L = 14.47 in

dmax =

= 0.0152 in < L/360) 0.0766 in

Therefore the size used is adequate.

0.001309 x WL4

EI

WbWa

X

W

ROOF WALL DESIGN CALCULATION 10

TANK NO. : T-980 / T-985 / T-987

Tank Height, H 63.0 in 1600 mm Roof weight = 872.13 lbTank Width, W 110.24 in 2800 mm Misc. weight = 2662.17 lbTank Length, L 118.11 in 3000 mm Live load,LL = 0.00 psi

Total dead load,TDL = 0.27 psiDesign Pressure = FULL static head Total conc. load, CL = 0.00 psiDesign Temp. = 131 Deg CMaterial = 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

liq = 1000 kg/m3

a = 55.12 in 1400 mmb = 39.37 in 1000 mm

a/b = 1.4000

b = 0.4530 Loading q = Live load + Conc.Load + TotalDeadLoad a = 0.0770 = 0.271 psig = 0.4780E =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

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

= -0.13= 0.13 in Max Deflection < t/2 : O.K

Maximum Bending stress, s = (bqb2)/ t2

= 3,416 psi < allowable 16,700 psi : OKMax Bending stress < allowable : O.K

Material A 240 316LYield Stress, sy = 25000 psiStress Ratio, s/sy = 0.137

At center of long side,

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

R = g qb = 5.11 lb/in= 577.19 N/mm

S

a

S

S

Sb

ROOF WALL STIFFENER CALCULATION (1) 11

TANK NO. : T-980 / T-985 / T-987

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 = 1400 mm = 55.12 in7.48 lb/in = 700 mm = 27.6 in

Load q = 0.2715 psiunit load W = q x psi

= 7.48 lb/in

55.12 in

Bending MomentAs per Table 8.1 Case 2e of Roark's (Uniform load on entire span) At x = L/2 = 27.56 in

Maximum moment, Mmax = WL2/8= 2841 lb-in

M/I = s/y

(I/y)required = M/s = 0.114 in3

Use FB 90 x 6I/y = 0.494 in3 > (I/y)required O.KO.K

Therefore, s = 5747 psi < allowable 16700 psi O.K

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

At x =L/2= 27.56 in

max = (5WL4)384EI

= 0.035 < L/360 = 0.1531 in

The stiffener size used is adequate.

WbWa

X

W

ROOF WALL STIFFENER CALCULATION (2) 12

TANK NO. : T-980 / T-985 / T-987L = 1000 mm = 39.37 in = 500 mm = 19.7 in

5.34 lb/inLoad q = 0.2715 psiunit load W = q x psi

= 5.34 lb/in

39.37 in

Bending MomentAs per Table 8.1 Case 2d of Roark's (Uniformly increasing load) At x = 0.548L = 21.57 in

Maximum moment, Mmax = 0.0215WL2

= 178 lb-inM/I = s/y

(I/y)required = M/s = 0.007 in3

1. Checking Section Modulus (Z) of stiffener :Stiffener size = FB 90 x 6

Section Modulus of stiffener is OKZ = I/y

Z stiffener = 0.494 in3 > 0.007 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 = 360 psi < 16700 psi allowableDeflectionAs per Table 8.1 Case 2d of Roark's (Uniformly increasing load)

At x = 0.525L = 20.67 in

dmax =

= 0.0221 in < L/360) 0.1094 in

The stiffener size used is adequate.

0.001309 x WL4

EI

WbWa

X

W

SECTIONAL STIFFENER PROPERTIES CALCULATION 13SECTIONAL STIFFENER PROPERTIES CALCULATION 13

TANK NO T 980 / T 985 / T 987TANK NO. : T-980 / T-985 / T-987

Stiffener Size FB 90 x 6Stiffener Size FB 90 x 6M t i l A 240 316LMaterial, A 240 316L,Yield Stress y 25000 psiYield Stress, y 25000 psiAllowable Stress, allowable 16700 psio ab e St ess, allowable 6 00 ps

b1Stiffener b1StiffenerWhere :

b1StiffenerWhere :

b1Stiffener

d1 90

b1Stiffener

d1 = 90 mm

b1Stiffener b1Stiffener

b1 = 6 mmh 1

b1Stiffener

b1 = 6 mmh 1

b1

1d1

Stiffener

h 1

b1

y1d1

Stiffener

h 1

b1

y1d1

Stiffener

h 1

b1

y1d1

Stiffener

h

C

1

b1

y1d1

Stiffener

h

C

1

b1

y1d1

Stiffener

h

C

1

b1

y1d1

Stiffener

h

C

1

b1

y1d1

Stiffener

h

C

1

b1

y1d1

Stiffener

PART Area (a) y a x y h h2 a x h2 bd3/12 I sectionPART Area (a) y a x y h h2 a x h2 bd3/12 I section2 3 2 4 4 4mm2 mm mm3 mm mm2 mm4 mm4 mm4mm mm mm mm mm mm mm mm

1 540 45 24300 0 00 0 0 364500 364500 01 540 45 24300 0.00 0 0 364500 364500.0TOTAL 540 45 24300 0 00 0 0 364500 364500 0TOTAL 540 45 24300 0.00 0 0 364500 364500.0

Calculating Sectional Properties of stiffener :Calculating Sectional Properties of stiffener :

C = Ay = 24300 C Ay 24300A 540A 540

C = 45.00 mm C = 45.00 mm

Second Moment of Inertia of StiffenerSecond Moment of Inertia of StiffenerI 364500 0 4 0 8757 i 4I = 364500.0 mm4 = 0.8757 in4

Section Modulus of StiffenerSection Modulus of StiffenerZ 8100 3 0 4943 3Z = 8100 mm3 = 0.4943 in3mm in

WHP-East Piatu-Roark Design CalcWHP-Side Wall-FB90x6BCPETRO - side wall calc-fb90-1BCPETRO - side wall calc-fb90-2BCPETRO - side wall calc-fb90-3BCPETRO - side wall calc-fb90-4BCPETRO - side wall calc-fb90-5BCPETRO - side wall calc-fb90-6

WHP-Bottom Wall-FB90x6BCPETRO-btm wall STIFF-FB90-7BCPETRO-btm wall STIFF-FB90-8BCPETRO-btm wall STIFF-FB90-9

WHP-Roof Wall-FB90x6BCPETRO-roof wall STIFF-FB90-10BCPETRO-roof wall STIFF-FB90-11BCPETRO-roof wall STIFF-FB90-12

SECTIONAL STIFFENER PROPERTIES CALCULATION

WHP-East Piatu-Stiffener LocationEast Piatu - ALL STIFF LOCATIONEast Piatu - SIDE WALL(1) STIFF LOCATIONEast Piatu - SIDE WALL(2) STIFF LOCATIONEast Piatu - BTM STIFF LOCATIONEast Piatu - ROOF STIFF LOCATION