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
ρ liq = 1000 kg/m3
a = 29.53 in = 750 mmb = 23.62 in = 600 mm
a/b = 1.2500
b = 0.3954 Loading q = ρ liq gH a = 0.0655 = 15696 N/m2
g = 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 < σ allowable 16,700 psi. : OK
Max Bending stress < σ allowable : O.K
Material A 240 316LYield Stress, sy = 25000 psiStress Ratio, s/sy = 0.360
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 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
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
ρ liq = 1000 kg/m3
a = 27.56 in = 700 mmb = 23.62 in = 600 mm
a/b = 1.1667
b = 0.3614 Loading q = ρ liq gH a = 0.0587 = 15696 N/m2
g = 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 < σ allowable 16,700 psi : OK
Max Bending stress < σ allowable : O.K
Material A 240 316LYield Stress, sy = 25000 psiStress Ratio, s/sy = 0.329
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 ґ = 350 mm = 13.8 in
Load q = 2.2759 psiunit load W = q x ґ 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 < σallowable 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
δmax = (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 inґ = 300 mm = 11.8 in
26.88 lb/inLoad q = 2.2759 psiunit load W = q x ґ 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 σallowable
DeflectionAs 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 inґ = 250 mm = 9.8 in
22.40 lb/inLoad q = 2.2759 psiunit load W = q x ґ 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 σallowable
DeflectionAs 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
ρ liq = 1000 kg/m3
a = 29.53 in = 750 mmb = 27.56 in = 700 mm
a/b = 1.0714
b = 0.3191 Loading q = ρ liq gH a = 0.0505 = 15696 N/m2
g = 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 < 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
= -0.13= 0.13 in Max Deflection < t/2 : O.K
Maximum Bending stress, s = (bqb2)/ t2
= 3,416 psi < σallowable 16,700 psi : OKMax Bending stress < σ 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 ґ = 700 mm = 27.6 in
Load q = 0.2715 psiunit load W = q x ґ 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 < σallowable 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
δmax = (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 inґ = 500 mm = 19.7 in
5.34 lb/inLoad q = 0.2715 psiunit load W = q x ґ 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 σallowable
DeflectionAs 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 σy 25000 psiYield Stress, σy 25000 psi
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
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