SIDE WALL (1) DESIGN CALCULATION (@ Length = 3000mm ) 1 TANK NO. : T-980 / T-985 / T-987 Tank Height, H = 63.0 in 1600 mm Tank Width, W = 110.24 in 2800 mm Tank Length, L = 118.11 in 3000 mm Design Pressure = FULL static head Design Temp. = 131 Deg C 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/s 2 ρ liq = 1000 kg/m 3 a = 29.53 in = 750 mm b = 23.62 in = 600 mm a/b = 1.2500 b = 0.3954 Loading q = ρ liq gH a = 0.0655 = 15696 N/m 2 g = 0.4608 = 2.2759 psi E = 2.9E+07 psi = 2.2759 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, = -(aqb 4 )/Et 3 t/2 = 0.118 in = -0.12 = 0.12 in Max Deflection < t/2 : O.K Maximum Bending stress, s =(bqb 2 )/ t 2 = 8,999 psi < σ allowable 16,700 psi. : OK Max Bending stress < σ allowable : O.K Material A 240 316L Yield Stress, sy = 25000 psi Stress Ratio, s/s y = 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 S a S S S b
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 < σ allowable 16,700 psi : OK
Max Bending stress < σ allowable : O.K
Material A 240 316LYield Stress, sy = 25000 psiStress Ratio, s/sy = 0.395
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 ґ = 375 mm = 14.8 in
Load q = 2.2759 psiunit load W = q x ґ 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 < σallowable 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
δmax = (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 inґ = 350 mm = 13.8 in
31.36 lb/inLoad q = 2.2759 psiunit load W = q x ґ 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 σallowable
DeflectionAs 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
ρ 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
Allowable Stress, σ 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
