Rectangular Tank Calculation Sheet
Page 1 of 38
TANK CALCULATION SHEET
I. DESIGN PARAMETERS:
- Code Design : API 650 & Roark's Formulas
- Design pressure Full water + 5 kPag= 22.27 kPa
- Design temperature : 60- Operating pressure : ATM
- Operating temperature : 27- Corrosion Allowance C.A : 0 mm- Liquid Specific Gravity : 1.00- Joint Efficiency : 0.85 (For Shell)
: 1.00 (For Roof & Bottom)- Elastic Modulus E : 2.9*E+7 psi
= 199947962 kParetangular
MATERIAL SPECIFICATION: :- Shell, Roof & Bottom : SS 316L
- Allowable Stress 16700 psi= 115142 kPa
- Nozzle Neck : A 182 F 316L- Flange : A 182 F 316L- Pipe Fittings : A 312 TP 316L- Bolts & Nuts : A 193 Gr B8M / A 194 Gr 8M- Stiffeners : SS 316L
TANK GEOMETRY:- Height H : 1760 mm- Length L : 1219 mm- Width W : 1066 mm
Pd :
oC / AMB
oC
Sa :
Width (W)
Heigh
t (H
)
Rectangular Tank Calculation Sheet
Page 2 of 38
II. DESIGNII.1 Side Wall Plate Calculation (Height x Length)II.1.1 Wall Thickness Calculation(As per Roark's Formulas 7Th Ed, Table 11.4 Case 1a)
Vertical length without reinforced a : 587 mmHorizontal length without reinforced b : 406 mm
Ratio, a/b : 1.44α = 0.0797β = 0.4658
Required thickness
= 3.86 mm
Adopted thickness 6.00 mmMaximum deflection
= 1.12 mm
< 1.12mm < 3mm
Therefore, adopted thickness is satisfactory
II.1.2 Top Edge Stiffener
= 0.39 kN/m
= 4.18 kN/m
Moment inertia required:
= 46.38
= 0.0046Moment inertia of used stiffener (Flat bar 65x6):
= 13.7 Therefore, Top edge stiffener is satisfactory
II.1.3 Horizontal StiffenerMoment inertia required:
= 494.69
= 0.0495Moment inertia of used stiffener (Flat bar 65x6):
= 13.7 Therefore, Horizontal stiffener is satisfactory
tr = Sqrt(β*P
d*b2)/S
a) + C.A
ta :
Ymax
= α*Pd*b4/(E*t
a3)
Ymax
1/2 ta
R1 = 0.03*P
d*a
R2 = 0.32*P
d*a
Jmin
= R1*b4/(192*E*t
a) mm4
cm4
Jx = J
y cm4
Jmin
= R2*b4/(192*E*t
a) mm4
cm4
Jx = J
y cm4
Heigh
t (H
)
a
b
Length (L)
a
b
Stiffeners
a
b
a
b
Rectangular Tank Calculation Sheet
Page 3 of 38
II.1.4 Vertical Stiffener
338.68 mm
Maximum bending moment:
= 0.07 kNmRequired section modulus:
= 5.78E-07
= 0.58Section modulus of used stiffener (Flat bar 65x6):
Z = 4.2 Therefore, Vertical stiffener is satisfactory
II.2 Side Wall Plate Calculation (Height x Width)II.2.1 Wall Thickness Calculation(As per Roark's Formulas 7Th Ed, Table 11.4 Case 1a)
Vertical length without reinforced a : 587 mmHorizontal length without reinforced b : 355 mm
Ratio, a/b : 1.65α = 0.0934β = 0.5301
Required thickness
= 3.60 mm
Adopted thickness 6.00 mmMaximum deflection
= 0.77 mm
< 0.77mm < 3mm
Therefore, adopted thickness is satisfactory
II.2.2 Top Edge Stiffener
= 0.39 kN/m
= 4.18 kN/m
Moment inertia required:
Maximum bending moment at Hy = 0.5773*a
max =
Mmax
= 0.0641*Pd*b*H
y2
Zr = M
max/S
a mm3
cm3
cm3
tr = Sqrt(β*P
d*b2)/S
a) + C.A
ta :
Ymax
= α*Pd*b4/(E*t
a3)
Ymax
1/2 ta
R1 = 0.03*Pd*a
R2 = 0.32*P
d*a
Heigh
t (H
)
a
b
a
b
Stiffeners
a
b
a
b
Width (W)
Rectangular Tank Calculation Sheet
Page 4 of 38
= 27.12
= 0.0027Moment inertia of used stiffener (Flat bar 65x6):
= 13.7 Therefore, Top edge stiffener is satisfactory
II.2.3 Horizontal StiffenerMoment inertia required:
= 289.30
= 0.0289Moment inertia of used stiffener (Flat bar 65x6):
= 13.7 Therefore, Horizontal stiffener is satisfactory
II.2.4 Vertical Stiffener
338.68 mm
Maximum bending moment:
= 0.06 kNmRequired section modulus:
= 5.05E-07
= 0.51Section modulus of used stiffener (Flat bar 65x6):
Z = 4.2 Therefore, Vertical stiffener is satisfactory
II.3 Roof Plate Calculation
Loads on roof plate:
- Roof area: = 1.299454- Live load: = 1.5 kPa- Roof weight: = 111 kg- Roof structure weight: = 116 kg- Roof Equipment weight: = 120 kg- Dead load: = 2.6 kPaTotal load on roof plate: = 4.1 kPa
Distance without reinforced in width a : 533 mmDistance without reinforced in length b : 609.5 mm
Ratio, a/b : 0.87α = 0.0332
Jmin
= R1*b4/(192*E*t
a) mm4
cm4
Jx = Jy cm4
Jmin = R2*b4/(192*E*ta) mm4
cm4
Jx = J
y cm4
Maximum bending moment at Hy = 0.5773*amax =
Mmax
= 0.0641*Pd*b*H
y2
Zr = M
max/S
a mm3
cm3
cm3
m2
Stiffeners
Width
(W)
Length (L)
aa
bb
Rectangular Tank Calculation Sheet
Page 5 of 38
β = 0.2297Required thickness:
= 1.75 mm
Adopted thickness 6.00 mmMaximum deflection:
= 0.44 mm
< 0.44mm < 3mm
Therefore, adopted thickness is satisfactory
II.4 Bottom Plate Calculation
Distance without reinforced in width a : 533 mmDistance without reinforced in length b : 609.5 mm
Ratio, a/b : 0.87α = 0.0332β = 0.2297
Required thickness:
= 4.06 mm
Adopted thickness 8.00 mmMaximum deflection:
= 1.00 mm
< 1mm < 4mm
Therefore, adopted thickness is satisfactory
tr = Sqrt(β*P
d*b2)/S
a) + C.A
ta :
Ymax
= α*Pd*b4/(E*t
a3)
Ymax
1/2 ta
tr = Sqrt(β*P
d*b2)/S
a) + C.A
ta :
Ymax
= α*Pd*b4/(E*t
a3)
Ymax
1/2 ta
a
b
a
b
Stiffeners
a
b
a
bWidth (W)
Length (L)
Rectangular Tank Calculation Sheet
Page 6 of 38
Rectangular Tank Calculation Sheet
Page 7 of 38
TANK CALCULATION SHEET
I. DESIGN PARAMETERS:
- Code Design : API 650 & Roark's Formulas
- Design pressure Full water + 5 kPag= 24.62 kPa
- Design temperature : 60- Operating pressure : ATM
- Operating temperature : 27- Corrosion Allowance C.A : 0 mm- Liquid Specific Gravity : 1.00- Joint Efficiency : 0.85 (For Shell)
: 1.00 (For Roof & Bottom)- Elastic Modulus E : 2.9*E+7 psi
= 199947962 kParetangular
MATERIAL SPECIFICATION: :- Shell, Roof & Bottom : SS 316L
- Allowable Stress 16700 psi= 115142 kPa
- Nozzle Neck : A 182 F 316L- Flange : A 182 F 316L- Pipe Fittings : A 312 TP 316L- Bolts & Nuts : A 193 Gr B8M / A 194 Gr 8M- Stiffeners : SS 316L
TANK GEOMETRY:- Height H : 2000 mm- Length L : 5600 mm- Width W : 1100 mm
Pd :
oC / AMB
oC
Sa :
Width (W)
Heigh
t (H
)
Rectangular Tank Calculation Sheet
Page 8 of 38
Rectangular Tank Calculation Sheet
Page 9 of 38
II. DESIGNII.1 Side Wall Plate Calculation (Height x Length)II.1.1 Wall Thickness Calculation(As per Roark's Formulas 7Th Ed, Table 11.4 Case 1a)
Vertical length without reinforced a : 667 mmHorizontal length without reinforced b : 622 mm
Ratio, a/b : 1.07α = 0.0504β = 0.3185
Required thickness
= 5.13 mm
Adopted thickness 8.00 mmMaximum deflection
= 1.82 mm
< 1.82mm < 4mm
Therefore, adopted thickness is satisfactory
II.1.2 Top Edge Stiffener
= 0.49 kN/m
= 5.25 kN/m
Moment inertia required:
= 240.32
= 0.0240Moment inertia of used stiffener (angle 65x65x6):
= 29.4 Therefore, Top edge stiffener is satisfactory
II.1.3 Horizontal StiffenerMoment inertia required:
= 2563.43
= 0.2563Moment inertia of used stiffener (angle 65x65x6):
= 29.4 Therefore, Horizontal stiffener is satisfactory
tr = Sqrt(β*P
d*b2)/S
a) + C.A
ta :
Ymax
= α*Pd*b4/(E*t
a3)
Ymax 1/2 ta
R1 = 0.03*P
d*a
R2 = 0.32*Pd*a
Jmin
= R1*b4/(192*E*t
a) mm4
cm4
Jx = J
y cm4
Jmin
= R2*b4/(192*E*t
a) mm4
cm4
Jx = J
y cm4
Heigh
t (H
)
a
b
Length (L)
a
b
Stiffeners
a
b
a
b
Rectangular Tank Calculation Sheet
Page 10 of 38
Rectangular Tank Calculation Sheet
Page 11 of 38
II.1.4 Vertical Stiffener
384.87 mm
Maximum bending moment:
= 0.15 kNmRequired section modulus:
= 1.26E-06
= 1.26Section modulus of used stiffener (angle 65x65x6):
Z = 6.26 Therefore, Vertical stiffener is satisfactory
II.2 Side Wall Plate Calculation (Height x Width)II.2.1 Wall Thickness Calculation(As per Roark's Formulas 7Th Ed, Table 11.4 Case 1a)
Vertical length without reinforced a : 667 mmHorizontal length without reinforced b : 550 mm
Ratio, a/b : 1.21α = 0.0624β = 0.38
Required thickness
= 4.96 mm
Adopted thickness 8.00 mmMaximum deflection
= 1.37 mm
< 1.37mm < 4mm
Therefore, adopted thickness is satisfactory
II.2.2 Top Edge Stiffener
= 0.49 kN/m
= 5.25 kN/m
Moment inertia required:
= 146.71
= 0.0147Moment inertia of used stiffener (angle 65x65x6):
= 29.4 Therefore, Top edge stiffener is satisfactory
Maximum bending moment at Hy = 0.5773*a
max =
Mmax
= 0.0641*Pd*b*H
y2
Zr = M
max/S
a mm3
cm3
cm3
tr = Sqrt(β*Pd*b2)/Sa) + C.A
ta :
Ymax
= α*Pd*b4/(E*t
a3)
Ymax
1/2 ta
R1 = 0.03*P
d*a
R2 = 0.32*P
d*a
Jmin
= R1*b4/(192*E*t
a) mm4
cm4
Jx = Jy cm4
Heigh
t (H
)
a
b
a
b
Stiffeners
a
b
a
b
Width (W)
Rectangular Tank Calculation Sheet
Page 12 of 38
II.2.3 Horizontal StiffenerMoment inertia required:
= 1564.91
= 0.1565Moment inertia of used stiffener (angle 65x65x6):
= 29.4 Therefore, Horizontal stiffener is satisfactory
II.2.4 Vertical Stiffener
384.87 mm
Maximum bending moment:
= 0.13 kNmRequired section modulus:
= 1.12E-06
= 1.12Section modulus of used stiffener (angle 65x65x6):
Z = 6.26 Therefore, Vertical stiffener is satisfactory
II.3 Roof Plate Calculation
Loads on roof plate:
- Roof area: = 6.16- Live load: = 1.5 kPa- Roof weight: = 340 kg- Roof structure weight: = 116 kg- Roof Equipment weight: = 120 kg- Dead load: = 0.9 kPaTotal load on roof plate: = 2.4 kPa
Distance without reinforced in width a : 1100 mmDistance without reinforced in length b : 700 mm
Ratio, a/b : 1.57α = 0.0886β = 0.5076
Required thickness:
= 2.29 mm
Adopted thickness 6.00 mmMaximum deflection:
Jmin
= R2*b4/(192*E*t
a) mm4
cm4
Jx = J
y cm4
Maximum bending moment at Hy = 0.5773*a
max =
Mmax
= 0.0641*Pd*b*H
y2
Zr = Mmax/Sa mm3
cm3
cm3
m2
tr = Sqrt(β*P
d*b2)/S
a) + C.A
ta :
Stiffeners
Width
(W)
Length (L)
aa
bb
Rectangular Tank Calculation Sheet
Page 13 of 38
= 1.19 mm
< 1.19mm < 3mm
Therefore, adopted thickness is satisfactory
Ymax
= α*Pd*b4/(E*t
a3)
Ymax
1/2 ta
Rectangular Tank Calculation Sheet
Page 14 of 38
II.4 Bottom Plate Calculation
Distance without reinforced in width a : 550 mmDistance without reinforced in length b : 622 mm
Ratio, a/b : 0.88α = 0.0341β = 0.2341
Required thickness:
= 4.40 mm
Adopted thickness 8.00 mmMaximum deflection:
= 1.23 mm
< 1.23mm < 4mm
Therefore, adopted thickness is satisfactory
tr = Sqrt(β*P
d*b2)/S
a) + C.A
ta :
Ymax
= α*Pd*b4/(E*t
a3)
Ymax
1/2 ta
a
b
a
b
Stiffeners
a
b
a
b
Width (W)
Length (L)
Rectangular Tank Calculation Sheet
Page 15 of 38
Rectangular Tank Calculation Sheet
Page 16 of 38
TANK CALCULATION SHEET
I. DESIGN PARAMETERS:
- Code Design : API 650 & Roark's Formulas
- Design pressure Full water + 5 kPag= 24.62 kPa
- Design temperature : 60- Operating pressure : ATM
- Operating temperature : 27- Corrosion Allowance C.A : 0 mm- Liquid Specific Gravity : 1.00- Joint Efficiency : 0.85 (For Shell)
: 1.00 (For Roof & Bottom)- Elastic Modulus E : 2.9*E+7 psi
= 199947962 kParetangular
MATERIAL SPECIFICATION: :- Shell, Roof & Bottom : SS 316L
- Allowable Stress 16700 psi= 115142 kPa
- Nozzle Neck : A 182 F 316L- Flange : A 182 F 316L- Pipe Fittings : A 312 TP 316L- Bolts & Nuts : A 193 Gr B8M / A 194 Gr 8M- Stiffeners : SS 316L
TANK GEOMETRY:- Height H : 2000 mm- Length L : 5700 mm- Width W : 1250 mm
Pd :
oC / AMB
oC
Sa :
Width (W)
Heigh
t (H
)
Rectangular Tank Calculation Sheet
Page 17 of 38
Rectangular Tank Calculation Sheet
Page 18 of 38
II. DESIGNII.1 Side Wall Plate Calculation (Height x Length)II.1.1 Wall Thickness Calculation(As per Roark's Formulas 7Th Ed, Table 11.4 Case 1a)
Vertical length without reinforced a : 667 mmHorizontal length without reinforced b : 633 mm
Ratio, a/b : 1.05α = 0.0487β = 0.3096
Required thickness
= 5.15 mm
Adopted thickness 8.00 mmMaximum deflection
= 1.88 mm
< 1.88mm < 4mm
Therefore, adopted thickness is satisfactory
II.1.2 Top Edge Stiffener
= 0.49 kN/m
= 5.25 kN/m
Moment inertia required:
= 257.95
= 0.0258Moment inertia of used stiffener (angle 65x65x6):
= 29.4 Therefore, Top edge stiffener is satisfactory
II.1.3 Horizontal StiffenerMoment inertia required:
= 2751.49
= 0.2751Moment inertia of used stiffener (angle 65x65x6):
= 29.4 Therefore, Horizontal stiffener is satisfactory
tr = Sqrt(β*P
d*b2)/S
a) + C.A
ta :
Ymax
= α*Pd*b4/(E*t
a3)
Ymax 1/2 ta
R1 = 0.03*P
d*a
R2 = 0.32*Pd*a
Jmin
= R1*b4/(192*E*t
a) mm4
cm4
Jx = J
y cm4
Jmin
= R2*b4/(192*E*t
a) mm4
cm4
Jx = J
y cm4
Heigh
t (H
)
a
b
Length (L)
a
b
Stiffeners
a
b
a
b
Rectangular Tank Calculation Sheet
Page 19 of 38
Rectangular Tank Calculation Sheet
Page 20 of 38
II.1.4 Vertical Stiffener
384.87 mm
Maximum bending moment:
= 0.15 kNmRequired section modulus:
= 1.29E-06
= 1.29Section modulus of used stiffener (angle 65x65x6):
Z = 6.26 Therefore, Vertical stiffener is satisfactory
II.2 Side Wall Plate Calculation (Height x Width)II.2.1 Wall Thickness Calculation(As per Roark's Formulas 7Th Ed, Table 11.4 Case 1a)
Vertical length without reinforced a : 667 mmHorizontal length without reinforced b : 625 mm
Ratio, a/b : 1.07α = 0.0504β = 0.3185
Required thickness
= 5.16 mm
Adopted thickness 8.00 mmMaximum deflection
= 1.85 mm
< 1.85mm < 4mm
Therefore, adopted thickness is satisfactory
II.2.2 Top Edge Stiffener
= 0.49 kN/m
= 5.25 kN/m
Moment inertia required:
= 244.64
= 0.0245Moment inertia of used stiffener (angle 65x65x6):
= 29.4 Therefore, Top edge stiffener is satisfactory
Maximum bending moment at Hy = 0.5773*a
max =
Mmax
= 0.0641*Pd*b*H
y2
Zr = M
max/S
a mm3
cm3
cm3
tr = Sqrt(β*Pd*b2)/Sa) + C.A
ta :
Ymax
= α*Pd*b4/(E*t
a3)
Ymax
1/2 ta
R1 = 0.03*P
d*a
R2 = 0.32*P
d*a
Jmin
= R1*b4/(192*E*t
a) mm4
cm4
Jx = Jy cm4
Heigh
t (H
)
a
b
a
b
Stiffeners
a
b
a
b
Width (W)
Rectangular Tank Calculation Sheet
Page 21 of 38
II.2.3 Horizontal StiffenerMoment inertia required:
= 2609.51
= 0.2610Moment inertia of used stiffener (angle 65x65x6):
= 29.4 Therefore, Horizontal stiffener is satisfactory
II.2.4 Vertical Stiffener
384.87 mm
Maximum bending moment:
= 0.15 kNmRequired section modulus:
= 1.27E-06
= 1.27Section modulus of used stiffener (angle 65x65x6):
Z = 6.26 Therefore, Vertical stiffener is satisfactory
II.3 Roof Plate Calculation
Loads on roof plate:
- Roof area: = 7.125- Live load: = 1.5 kPa- Roof weight: = 386 kg- Roof structure weight: = 116 kg- Roof Equipment weight: = 120 kg- Dead load: = 0.9 kPaTotal load on roof plate: = 2.4 kPa
Distance without reinforced in width a : 1250 mmDistance without reinforced in length b : 712.5 mm
Ratio, a/b : 1.75α = 0.0989β = 0.5559
Required thickness:
= 2.40 mm
Adopted thickness 6.00 mmMaximum deflection:
Jmin
= R2*b4/(192*E*t
a) mm4
cm4
Jx = J
y cm4
Maximum bending moment at Hy = 0.5773*a
max =
Mmax
= 0.0641*Pd*b*H
y2
Zr = Mmax/Sa mm3
cm3
cm3
m2
tr = Sqrt(β*P
d*b2)/S
a) + C.A
ta :
Stiffeners
Width
(W)
Length (L)
aa
bb
Rectangular Tank Calculation Sheet
Page 22 of 38
= 1.39 mm
< 1.39mm < 3mm
Therefore, adopted thickness is satisfactory
Ymax
= α*Pd*b4/(E*t
a3)
Ymax
1/2 ta
Rectangular Tank Calculation Sheet
Page 23 of 38
II.4 Bottom Plate Calculation
Distance without reinforced in width a : 625 mmDistance without reinforced in length b : 633 mm
Ratio, a/b : 0.99α = 0.0435β = 0.283
Required thickness:
= 4.93 mm
Adopted thickness 8.00 mmMaximum deflection:
= 1.68 mm
< 1.68mm < 4mm
Therefore, adopted thickness is satisfactory
tr = Sqrt(β*P
d*b2)/S
a) + C.A
ta :
Ymax
= α*Pd*b4/(E*t
a3)
Ymax
1/2 ta
a
b
a
b
Stiffeners
a
b
a
b
Width (W)
Length (L)
Rectangular Tank Calculation Sheet
Page 24 of 38
Rectangular Tank Calculation Sheet
Page 25 of 38
TANK CALCULATION SHEET
I. DESIGN PARAMETERS:
- Code Design : API 650 & Roark's Formulas
- Design pressure Full water + 5 kPag= 24.62 kPa
- Design temperature : 60- Operating pressure : ATM
- Operating temperature : 27- Corrosion Allowance C.A : 0 mm- Liquid Specific Gravity : 1.00- Joint Efficiency : 0.85 (For Shell)
: 1.00 (For Roof & Bottom)- Elastic Modulus E : 2.9*E+7 psi
= 199947962 kParetangular
MATERIAL SPECIFICATION: :- Shell, Roof & Bottom : SS 316L
- Allowable Stress 16700 psi= 115142 kPa
- Nozzle Neck : A 182 F 316L- Flange : A 182 F 316L- Pipe Fittings : A 312 TP 316L- Bolts & Nuts : A 193 Gr B8M / A 194 Gr 8M- Stiffeners : SS 316L
TANK GEOMETRY:- Height H : 2000 mm- Length L : 2100 mm- Width W : 1250 mm
Pd :
oC / AMB
oC
Sa :
Width (W)
Heigh
t (H
)
Rectangular Tank Calculation Sheet
Page 26 of 38
II. DESIGNII.1 Side Wall Plate Calculation (Height x Length)II.1.1 Wall Thickness Calculation(As per Roark's Formulas 7Th Ed, Table 11.4 Case 1a)
Vertical length without reinforced a : 500.0 mmHorizontal length without reinforced b : 525 mm
Ratio, a/b : 0.95α = 0.0401β = 0.2652
Required thickness
= 3.95 mm
Adopted thickness 6.00 mmMaximum deflection
= 1.74 mm
< 1.74mm < 3mm
Therefore, adopted thickness is satisfactory
II.1.2 Top Edge Stiffener
= 0.37 kN/m
= 3.94 kN/m
Moment inertia required:
= 121.80
= 0.0122Moment inertia of used stiffener (Flat bar 65x6):
= 13.7 Therefore, Top edge stiffener is satisfactory
II.1.3 Horizontal StiffenerMoment inertia required:
= 1299.20
= 0.1299Moment inertia of used stiffener (Flat bar 65x6):
= 13.7 Therefore, Horizontal stiffener is satisfactory
tr = Sqrt(β*P
d*b2)/S
a) + C.A
ta :
Ymax
= α*Pd*b4/(E*t
a3)
Ymax
1/2 ta
R1 = 0.03*P
d*a
R2 = 0.32*P
d*a
Jmin
= R1*b4/(192*E*t
a) mm4
cm4
Jx = J
y cm4
Jmin
= R2*b4/(192*E*t
a) mm4
cm4
Jx = J
y cm4
Heigh
t (H
)
a
b
Length (L)
a
b
Stiffeners
a
b
a
b
Rectangular Tank Calculation Sheet
Page 27 of 38
II.1.4 Vertical Stiffener
288.65 mm
Maximum bending moment:
= 0.07 kNmRequired section modulus:
= 6.00E-07
= 0.60Section modulus of used stiffener (Flat bar 65x6):
Z = 4.2 Therefore, Vertical stiffener is satisfactory
II.2 Side Wall Plate Calculation (Height x Width)II.2.1 Wall Thickness Calculation(As per Roark's Formulas 7Th Ed, Table 11.4 Case 1a)
Vertical length without reinforced a : 500 mmHorizontal length without reinforced b : 417 mm
Ratio, a/b : 1.20α = 0.0616β = 0.3762
Required thickness
= 3.74 mm
Adopted thickness 6.00 mmMaximum deflection
= 1.06 mm
< 1.06mm < 3mm
Therefore, adopted thickness is satisfactory
II.2.2 Top Edge Stiffener
= 0.37 kN/m
= 3.94 kN/m
Moment inertia required:
Maximum bending moment at Hy = 0.5773*a
max =
Mmax
= 0.0641*Pd*b*H
y2
Zr = M
max/S
a mm3
cm3
cm3
tr = Sqrt(β*P
d*b2)/S
a) + C.A
ta :
Ymax
= α*Pd*b4/(E*t
a3)
Ymax
1/2 ta
R1 = 0.03*Pd*a
R2 = 0.32*P
d*a
Heigh
t (H
)
a
b
a
b
Stiffeners
a
b
a
b
Width (W)
Rectangular Tank Calculation Sheet
Page 28 of 38
= 48.32
= 0.0048Moment inertia of used stiffener (Flat bar 65x6):
= 13.7 Therefore, Top edge stiffener is satisfactory
II.2.3 Horizontal StiffenerMoment inertia required:
= 515.46
= 0.0515Moment inertia of used stiffener (Flat bar 65x6):
= 13.7 Therefore, Horizontal stiffener is satisfactory
II.2.4 Vertical Stiffener
288.65 mm
Maximum bending moment:
= 0.05 kNmRequired section modulus:
= 4.76E-07
= 0.48Section modulus of used stiffener (Flat bar 65x6):
Z = 4.2 Therefore, Vertical stiffener is satisfactory
II.3 Roof Plate Calculation
Loads on roof plate:
- Roof area: = 2.625- Live load: = 1.5 kPa- Roof weight: = 174 kg- Roof structure weight: = 116 kg- Roof Equipment weight: = 120 kg- Dead load: = 1.5 kPaTotal load on roof plate: = 3.0 kPa
Distance without reinforced in width a : 1250 mmDistance without reinforced in length b : 700 mm
Ratio, a/b : 1.79α = 0.1011
Jmin
= R1*b4/(192*E*t
a) mm4
cm4
Jx = Jy cm4
Jmin = R2*b4/(192*E*ta) mm4
cm4
Jx = J
y cm4
Maximum bending moment at Hy = 0.5773*amax =
Mmax
= 0.0641*Pd*b*H
y2
Zr = M
max/S
a mm3
cm3
cm3
m2
Stiffeners
Width
(W)
Length (L)
aa
bb
Rectangular Tank Calculation Sheet
Page 29 of 38
β = 0.5662Required thickness:
= 2.70 mm
Adopted thickness 6.00 mmMaximum deflection:
= 1.70 mm
< 1.7mm < 3mm
Therefore, adopted thickness is satisfactory
II.4 Bottom Plate Calculation
Distance without reinforced in width a : 625 mmDistance without reinforced in length b : 525 mm
Ratio, a/b : 1.19α = 0.0607β = 0.3718
Required thickness:
= 4.68 mm
Adopted thickness 8.00 mmMaximum deflection:
= 1.11 mm
< 1.11mm < 4mm
Therefore, adopted thickness is satisfactory
tr = Sqrt(β*P
d*b2)/S
a) + C.A
ta :
Ymax
= α*Pd*b4/(E*t
a3)
Ymax
1/2 ta
tr = Sqrt(β*P
d*b2)/S
a) + C.A
ta :
Ymax
= α*Pd*b4/(E*t
a3)
Ymax
1/2 ta
a
b
a
b
Stiffeners
a
b
a
bWidth (W)
Length (L)
Rectangular Tank Calculation Sheet
Page 30 of 38
THANG LONG
ITEM NO. NAMET-6601 CORROSION INHIBITOR TANK 2.22 1219 1066 1760T-6603 POUR POINT DEPRESSANT TANK 12.02 5600 1100 2000T-6605 BACK UP CHEMICAL TANK 2.22 1219 1066 1760T-6607 DEMULSIFIER TANK 2.22 1219 1066 1760
DONG DOT-6621 CORROSION INHIBITOR TANK 2.22 1219 1066 1760T-6622 POUR POINT DEPRESSANT TANK 13.93 5700 1250 2000T-6623 DEMULSIFIER TANK 2.22 1219 1066 1760T-6624 H2S SCAVENGER TANK 5.13 2100 1250 2000T-6629 BACK UP CHEMICAL TANK 2.22 1219 1066 1760T-6636 SCALE INHIBITOR TANK 2.22 1219 1066 1760
DESIGN CAPACITY (m3)
LENGTH (mm)
WIDTH (mm)
HEIGHT (mm)
HEIGHT X LENGTH HEIGHT X WIDTH ROOF PLATE BOTTOM PLATE
6 587 406 6 587 355 6 533 609.5 8 533 609.58 667 700 8 667 550 6 1100 700 8 550 7006 587 406 6 587 355 6 533 609.5 8 533 609.56 587 406 6 587 355 6 533 609.5 8 533 609.5
6 587 406 6 587 355 6 533 609.5 8 533 609.58 667 712.5 8 667 625 6 1250 712.5 8 625 712.56 587 406 6 587 355 6 533 609.5 8 533 609.56 500 525 6 500 417 6 1250 700 8 625 7006 587 406 6 587 355 6 533 609.5 8 533 609.56 587 406 6 587 355 6 533 609.5 8 533 609.5
t (mm)
a (mm)
b(mm)
t (mm)
a(mm)
b(mm)
t (mm)
a (mm)
b(mm)
t (mm)
a (mm)
b (mm)
mw nozz accessary dry
4 4 4 4 3 3 3 3 390 1160 517 119 63 20 20 53 792 0.994 10 4 3 2 9 3 10 753 1160 2344 766 63 20 20 144 3357 0.914 4 4 4 3 3 3 3 390 1160 517 119 63 20 20 53 792 0.7814 4 4 4 3 3 3 3 390 1160 517 119 63 20 20 53 792 1.02
4 4 4 4 3 3 3 3 390 1160 517 119 63 20 20 53 792 0.994 10 4 3 2 9 3 10 753 1160 2513 776 63 20 20 148 3541 0.914 4 4 4 3 3 3 3 390 1160 517 119 63 20 20 53 792 1.025 5 5 4 2 4 3 5 390 1160 913 195 63 20 20 77 1289 0.9984 4 4 4 3 3 3 3 390 1160 517 119 63 20 20 53 792 0.784 4 4 4 3 3 3 3 390 1160 517 119 63 20 20 53 792 1.3
A(L) (mm2)
A(U) (mm2)
binh(kg)
tang cung(kg)
Base frame
specificgravity
operating
2 1980 2772 301310.85 9873.5 13231 15379
2 1562 2354 30132 2040 2832 3013
2 1980 2772 301312.63 11493.3 15034 17471
2 2040 2832 30134.6 4590.8 5879 64222 1560 2352 30132 2600 3392 3013
capacityworking
luu chat(kg)
hydrotest
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