Tank Design Calc EVA R3 3JAN

8/13/2019 Tank Design Calc EVA R3 3JAN

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TABLE OF CONTENT

1 3 2 - 4

2 1 5

3 1 6

4 1 7

5 3 8 - 10

6 1 11

7 1 12

8 1 13

9 1 14

10 1 15

11 1 16

12 1 17

13 1 18

14 1 19

15 1 20

16 1 21

17 1 22

18 2 23 - 24

Number

of pagesPAGE

T-RP902 : SIDE WALL (1) DESIGN CALCULATION

T-RP902 : SIDE WALL (1) STIFFENER LOCATION

T-RP902 : SIDE WALL (1) HORIZONTAL STIFFENER CALCULATION

T-RP902 : SIDE WALL (1) VERTICAL STIFFENER CALCULATION

T-RP902 : SIDE WALL (2) DESIGN CALCULATION

T-RP902 : SIDE WALL (2) STIFFENER LOCATION

T-RP902 : SIDE WALL (2) HORIZONTAL STIFFENER CALCULATION

T-RP902 : ROOF WALL STIFFENER CALCULATION

T-RP902 : ROOF WALL HORIZONTAL STIFFENER CALCULATION

T-RP902 : ROOF WALL VERTICAL STIFFENER CALCULATION

T-RP902 : SIDE WALL (2) VERTICAL STIFFENER CALCULATION

T-RP902 : BTM WALL DESIGN CALCULATION

T-RP902 : BTM WALL STIFFENER CALCULATION

T-RP902 : BTM WALL HORIZONTAL STIFFENER CALCULATION

T-RP902 : BTM WALL VERTICAL STIFFENER CALCULATION

T-RP902 : ROOF WALL DESIGN CALCULATION

APPENDIX

SECTIONAL STIFFENER PROPERTIES CALCULATION

TABLE OF ROARK FORMULA

Tank Design_Calc_(EVA)_REV3

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SIDE WALL (1) DESIGN CALCULATION (Part 1)

TANK NO. : T-RP902

PROJECT : EPCIC OF JDA GAS BALANCING EVACUATION (EVA)

Tank Height, H 59 in 1500 mm

Tank Width, W 59.06 in 1500 mm

Tank Length, L 78.74 in 2000 mm

Design Pressure = FULL static head + 0.725 psig

Design Temp. = 80 Deg C

Material = A 240 316L

As per Table 11.4 Case No.1a

Rectangular plate, all edges simply supported, uniform over entire plate

g = 9.81 m/s2

liq = 1000 kg/m3

a = 19.69 in = 500 mm

b = 19.69 in = 500 mma/b = 1.0000

0.2874 Loading q = liqgH + 0.725 psi

0.0444 = 9810 N/m2 + 0.725 psi

0.4200 = 1.422 psi + 0.725 psi

2.83E+07 psi = 2.147 psi

t = 0.2362 in 6.0 mm

c.a = 0.0000 in 0 mm

t (corr) = 0.2362 in 6.0 mm

At Center ,

Maximum Deflection, = -(qb4)/Et3 t/2 = 0.118 in= -0.04

y max (pt-1) = 0.04 in

Maximum Bending stress, = (qb2)/ t2

(pt1) = 4,286 psi

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TANK NO. : T-RP902








As per Table 11.4 Case No.1d

Rectangular plate, all edges simply supported, with load increasing uniformly along length

g = 9.81 m/s2

liq = 1000 kg/m3

a = 19.69 in = 500 mm

b = 19.69 in = 500 mma/b = 1.0000

0.1600 Loading q = (liqgH(max)+0.725 psi) - Q ( at Part-1 )

0.0220 14715 N/m2

= 2.859 psi - 2.147 psi

2.83E+07 psi = 0.711 psi + 0.0000 psi

t = 0.2362 in 6.0 mm

c.a = 0.0000 in 0 mm

t (corr) = 0.2362 in 6.0 mm

At Center ,


y max (pt-2) = 0.01 in


(pt2) = 790 psi

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SIDE WALL (1) DESIGN CALCULATION RESULTS

TANK NO. : T-RP902

PROJECT NO. EPCIC OF JDA GAS BALANCING EVACUATION (EVA)

Therefore , Consider worst condition of part 1 and part 2

At Center ,

Maximum Deflection = y max (pt-1) + y max (pt-2)

= 0.04 + 0.01

= 0.04 in

where t/2 = 0.118 in

Since Sum of Max Deflection < t/2 : O.K

Max Bending stress, = (pt1) (pt2)= 4,286 + 790

= 5,076 psi

Sum of Max Bending stress < allowable 16,700 psi. : O.K

Material A 240 316L

Yield Stress, y = 25000 psiStress Ratio, y = 0.203

11.4 1(a)

Part1

11.41(d)

Part2

500

500

500

2.147psi

2.587psi


04/01/2014 Page 4 of 24


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SIDE WALL (1) STIFFENER LOCATION

TANK NO. : T-RP902



04/01/2014 Page 5 of 24


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SIDE WALL (1) HORIZONTAL STIFFENER CALCULATION (minor stiffener)

TANK NO. : T-RP902


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 = 500.0 mm = 19.7 in

42.27 lb/in = 500.0 mm = 19.7 in

Load q = 2.1475 psi

unit load W = q x psi

where Wb = 42.27 lb/in

use FB 100 x 6

X

19.69 in

Bending MomentAs per Table 8.1 Case 2e of Roark's (Uniform load on ent ire span)

At x = L/2 = 9.84 in

Maximum moment, Mmax = WL2

/ 8

= 2048 lb-in

Checking Section Modulus of Stiffener required

M/I = y

Hence, (I/y) required = M/y

= 2047.6

25000

Allowable Section Modulus of Stiffener requiredZ = (I/y) required = 0.082 in

3

Using FB 100 x 6

I/y (stiffener) = 1.088 in3 > (I/y) required O.K

Therefore, Max bending stress max= Mmax / Z stiffener

max = 1,883 psi < allowable 16700 psi. O.K

13.0 Mpa

Deflection

As per Table 8.1 Case 2e of Roark's (Uniform load on ent ire span)

At x =L/2= 9.84 in

max = (5WL4)

384EI

= 0.001 < L/360 = 0.0547 in O.K

0.022 < L/360 = 1.389 mm

Therefore the size used is adequate.

WbWa

L

W


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SIDE WALL (1) VERTICAL STIFFENER CALCULATION (major stiffener)

TANK NO. : T-RP902


56.27 lb/in L = 1500.0 mm = 59.1 in

= 500.0 mm = 19.7 in

Load q = 2.8587 psi


= 56.3 lb/in

use FB 100 x 6

X

where a = 0 mm = 0.00 in

59.06 in where Wa = 0.725 lb/in (at 1 m)

where Wb = 56.3 lb/in (at 1.5 m)

Bending Moment

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

Ra = 21.407 + 492.060

= 513.47 psi

Ma = -210.704 - 6457.483

= -6668.19 lb-in

Rb = 1683.02 - 513.468

= 1169.55 psi

Mb = 30322.89 + -6668.19 - 1264.22 - 32287.415

= -9896.93 lb-in At x = l/2 = 29.53 in

Maximum moment, Mmax = Max of Ma and Mb

= 9897 lb-in ( L = 59.06 in )


M/I = y


= 9896.9

25000

Allowable Section Modulus of Stiffener required

Z = (I/y) required = 0.396 in3

Using FB 100 x 6




Deflection


At x = 0.525L = 31.00 in

max =

= 0.0095 < L/360 = 0.1640 in O.K


0.001309 x WL4

EI

WbWa

L

W


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TANK NO. : T-RP902










g = 9.81 m/s2

liq = 1000 kg/m3

a = 29.53 in = 750 mm

b = 19.69 in = 500 mma/b = 1.5000


0.0838 = 9810 N/m2 + 0.725 psi

0.4845 = 1.422 psi + 0.725 psi

2.83E+07 psi = 2.147 psi

t = 0.2362 in 6.0 mm

c.a = 0.0000 in 0 mm

t (corr) = 0.2362 in 6.0 mm

At Center ,


y max (pt-1) = 0.07 in


(pt1) = 7,234 psi

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TANK NO. : T-RP902








As per Table 11.4 Case No.1e

Rectangular plate, all edges simply suppor ted, with load increasing uniformly along width

g = 9.81 m/s2

liq = 1000 kg/m3

a = 29.53 in = 750 mm

b = 19.69 in = 500 mma/b = 1.5000

0.2600 Loading q = (liqgH(max)+0.725 psi) - Q ( at Part-1 )

0.0420 14715 N/m2

= 2.859 psi - 2.147 psi

2.83E+07 psi = 0.711 psi + 0.0000 psi

t = 0.2362 in 6.0 mm

c.a = 0.0000 in 0 mm

t (corr) = 0.2362 in 6.0 mm

At Center ,


y max (pt-2) = 0.01 in


(pt2) = 1,284 psi

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SIDE WALL (2) DESIGN CALCULATION RESULTS

TANK NO. : T-RP902


Therefore , Consider worst condition of part 1 and part 2

At Center ,

Maximum Deflection = y max (pt-1) + y max (pt-2)

= 0.07 + 0.01

= 0.08 in

where t/2 = 0.118 in

Since Sum of Max Deflection < t/2 : O.K

Max Bending stress, = (pt1) (pt2)= 7,234 + 1,284

= 8,518 psi

Sum of Max Bending stress < allowable 16,700 psi. : O.K

Material A 240 316L

Yield Stress, y = 25000 psiStress Ratio, y = 0.341

11.4 1(a)

Part1

11.41(e)

Part2

500

500

500

2.147psi

2.587psi


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SIDE WALL (2) STIFFENER LOCATION

TANK NO. : T-RP902



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SIDE WALL (2) HORIZONTAL STIFFENER CALCULATION (minor stiffener)

TANK NO. : T-RP902




L = 750.0 mm = 29.53 in

42.27 lb/in = 500.0 mm = 19.7 in

Load q = 2.147 psi


= 42.27 lb/in

use FB 100 x 6

X

29.53 in


At x = L/2 = 14.76 in


/ 8

= 4607 lb-in


M/I = y


= 4607.1

25000



Using FB 100 x 6




Deflection


At x =L/2= 14.76 in

max = (5WL4)

384EI

= 0.004 < L/360 = 0.0820 in O.K


WbWa

L

W


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SIDE WALL (2) VERTICAL STIFFENER CALCULATION (major stiffener)

TANK NO. : T-RP902


L = 1500.0 mm = 59.1 in

84.41 lb/in = 750.0 mm = 29.5 in

Load q = 2.859 psi unit load W = q x psi

= 84.4 lb/in

use FB 100 x 6

X




Bending Moment


Ra = 21.407 + 741.301= 762.71 psi

Ma = -210.704 - 9728.365

= -9939.07 lb-in

Rb = 2513.82 - 762.709

= 1751.11 psi

Mb = 45041.86 + -9939.07 - 1264.22 - 48641.826

= -14803.25 lb-in

At x = l/2 = 29.53 in

Maximum moment, Mmax = Max of Ma and Mb

= 14803 lb-in ( L = 59.06 in )


M/I = y


= 14803.3

25000



Using FB 100 x 6I/y (stiffener) = 1.088 in

3 > (I/y) required O.K



Deflection


At x = 0.525L = 31.00 in

max =

= 0.0142 < L/360 = 0.1640 in O.K


0.001309 x WL4

EI

WbWa

L

W


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BOTTOM WALL DESIGN CALCULATION

TANK NO. : T-RP902










g = 9.81 m/s2

liq = 1000 kg/m3

a = 29.53 in = 750 mm

b = 19.69 in = 500 mma/b = 1.5000


0.0838 = 14715 N/m2 + 0.725 psi

0.4845 = 2.134 psi + 0.725 psi

2.83E+07 psi = 2.859 psi

t = 0.2362 in 6.0 mm

c.a = 0.0000 in 0 mm

t (corr) = 0.2362 in 6.0 mm

At Center ,


y max (pt-1) = 0.10 in

Maximum Bending stress, = (qb2)/ t

2

(pt1) = 9,630 psi

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BOTTOM WALL STIFFENER LOCATION

TANK NO. : T-RP902



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BOTTOM WALL HORIZONTAL STIFFENER CALCULATION (minor stiffener)

TANK NO. : T-RP902




L = 500.0 mm = 19.7 in

84.41 lb/in = 750.0 mm = 29.5 in

Load q = 2.8587 psi


where Wb = 84.41 lb/in

use FB 100 x 6

X

19.69 in


At x = L/2 = 9.84 in


/ 8

= 4089 lb-in


M/I = y


= 4088.6

25000


3

Using FB 100 x 6




25.9 Mpa

Deflection


At x =L/2= 19.69 in

max = (5WL4)

384EI

= 0.002 < L/360 = 0.0547 in O.K

0.044 < L/360 = 1.389 mm


WbWa

L

W


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BOTTOM WALL VERTICAL STIFFENER CALCULATION (major stiffener)

TANK NO. : T-RP902




L = 1500.0 mm = 59.06 in

56.27 lb/in = 500.0 mm = 19.7 in

Load q = 2.859 psi


= 56.27 lb/in

use FB 100 x 6

X





At x = L/2 = 29.53 in


/ 8

= 24532 lb-in


M/I = y


= 24531.6

25000



Using FB 100 x 6



max = 22,556 psi > allowable 16700 psi. Not OK!!!

Deflection


At x =L/2= 29.53 in

max = (5WL4)

384EI

= 0.094 < L/360 = 0.1640 in O.K


WbWa

L

W


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ROOF DESIGN CALCULATION

TANK NO. : T-RP902





Design Pressure = FULL static head + 0.725 psig Where Static head is not applicable = 0 psig



As perAPI 650, 3.10.2.1: All roofs and supporting structures shall be designed to support dead loadplus a uniform live load of not less than 1.2 kPa (25 lbf/ft2) of projected area.

Roof dead load = 1.79 kPa = 0.26 psi (Roof weight and external attachment )

Min Live load = 1.2 kPa = 0.17 psi

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

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

g = 9.81 m/s2

liq = 1000 k /m3

a = 29.53 in 750.0 mm

b = 19.69 in 500.0 mm

a/b = 1.5000 Loading q = MAX of (Live load + DeadLoad) or (Design Pressure)

0.4851 Loading q = (Live load + DeadLoad) or (Design Pressure)

0.0838 = 0.434 psi 0.87 psi

0.4845 Therefore, q = 0.870 psi

2.83E+07 psi 0.006 Mpa

t = 0.2362 in 6.0 mm

c.a = 0.0000 in 0 mm

t (corr) = 0.2362 in 6.0 mm

At Center ,

Maximum Deflection, = -(qb4)/Et

3 t/2 = 0.118 in

= -0.03

= 0.029 in Max Deflection < t/2 ==> O.K

Maximum Bending stress, = (qb2)/ t

2

= 2,931 psi < allowable 16,700 psi. then OK

Material A 240 316LYield Stress, = 25000 psi

Stress Ratio, y = 0.117

At center of long side,

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

R = qb= 8.30 lb/in

= 937.52 N/mm

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ROOF DESIGN CALCULATION

TANK NO. : T-RP902


Weight Per pcs Qty Total

600NB Fabricated Blind = 95 1 95 kg

600NB Faricated Nozzle = 20 1 20 kg600NB Fabricated Flg 59 1 59 kg

50NB Pipe = 1.5 4 6 kg

50NB WNRF = 2 4 8 kg

Piping & Accs = 5 1 5 kg

Stiffener (FB65 X 6) = 8.2 1 8.2 kg

Roof plate = 246.0 1 246.0 kg

Misc weight ( + Human )= 100 1 100 kg

Total Weight 547.2 kg

1206.4 lb

Total Loading (pressure) acting on the roof plate is calculated as shown belowDead Load = Roof plate + Stiffener + Nozzle& Pipe = 547.2 kg

( Empty tank weight is not applicable for roof plate calc) F = m x g = 5368.0 N

Area = a x b = 3.00 m2

P = F/A = 1789 Pa

= 0.26 psi

Live Load, LL = 1200 Pa

= 0.17 psi

ROOF STIFFENER LOCATION


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ROOF WALL HORIZONTAL STIFFENER CALCULATION (minor stiffener)

TANK NO. : T-RP902




L = 500.0 mm = 19.69 in

25.69 lb/in = 750.0 mm = 29.5 in

Load q = 0.8700 psi


= 25.69 lb/in

use FB 100 x 6

X

19.69 in

Bending Moment

As per Table 8.1 Case 2e of Roark's (Uni fo rm load on entire span)

At x = L/2 = 9.84 in

Maximum moment, Mmax = WL2/8

= 1244 lb-in

Checking Section Modulus of Stif fener required

M/I = y


= 1244.31225000



Using FB 100 x 6




Deflection

As per Table 8.1 Case 2e of Roark's (Uni fo rm load on entire span)

At x =L/2= 9.84 in

max = (5WL4)

384EI

= 5.38E-03 < L/360 = 0.0547 in O.K


WbWa

L

W


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ROOF WALL VERTICAL STIFFENER CALCULATION (major stiffener)

TANK NO. : T-RP902




Where Static head is not applicable = 0 psig 1500.0 mm = 59.06 in

17.13 lb/in = 500.0 mm = 19.7 in

Load q = 0.8700 psi


= 17.13 lb/in

use FB 100 x 6

X

59.06 in

Bending Moment


At x = L/2 = 29.53 in

Maximum moment, Mmax = WL2/8

= 7466 lb-in


M/I = y


= 7465.874

25000


3

Using FB 100 x 6




Deflection


At x =L/2= 29.53 in

max = (5WL4)

384EI

= 0.03 < L/360 = 0.16 in O.K


WbWa

L

W


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ITEM : T-RP902


Table 11.4 Case No.1a of Roark's

Table 11.4 Case No.1d of Roark's


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ITEM : T-RP902


Table 8.1 Case 2d & 2e of Roark's


04/01/2014 Page 23 of 24


24/24

SECTIONAL STIFFENER PROPERTIES CALCULATION

TANK NO. : T-RP902


Stiffener Size FB 100 x 6

Material, A 240 316L

Yield Stress, y 25000 psi

Allowable Stress, allowable 16700 psi

Where :

d1 = 6 mm

d2 = 100 mm

b1 = 111 mm *

b2 = 6 mm

PART area (a) y a x y h h2

a x h2

bd3/12

mm2 mm mm

3 mm mm2

mm4

mm4

1 663.89 3 1991.664 25.16 633.0487 420273.38 1991.664

2 600 56.00 33600 27.84 775.04 465024.01 500000

TOTAL 1263.888 35591.66 885297.4 501991.7

Therefore,

y = Ay = 35592 = 28.16

A 1263.888

C = 100 + 6 - 28.16

C = 77.84 mm

I = 1387289.1 mm4 = 3.333 in

4

Z (I/C) = 17822.4209 mm3 = 1.088 in

3

Effective plate length to act as sti ffener

b1 =

b1 = 111 mm take min. L = 1500 mm, so R:

R = 750 mm

1

1

2

h1

b2

b1

h2

y2 C

d1

d2

y1

Plate

Stiffener

tsRtr *56.1


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Tank Design Calc EVA R3 3JAN