Rectangular Tank Calculation Sheet
TANK CALCULATION SHEET
I. DESIGN PARAMETERS:
- Code Design
- Design pressure
- Nozzle Neck
- Flange
- Pipe Fittings
- Bolts & Nuts
- Stiffeners
: API 650 & Roark's Formulas
Pd : Full water + 5 kPag
=
22.27 kPa
o
:
60 C / AMB
:
ATM
o
:
27 C
C.A :
0 mm
:
1.00
:
0.85 (For Shell)
:
1.00 (For Roof & Bottom)
E : 2.9*E+7
psi
= 199947962 kPa
retangular
:
: SS 316L
Sa :
16700 psi
=
115142 kPa
: A 182 F 316L
: A 182 F 316L
: A 312 TP 316L
: A 193 Gr B8M / A 194 Gr 8M
: SS 316L
TANK GEOMETRY:
- Height
- Length
- Width
H:
L:
W:
- Design temperature
- Operating pressure
- Operating temperature
- Corrosion Allowance
- Liquid Specific Gravity
- Joint Efficiency
- Elastic Modulus
Height (H)
MATERIAL SPECIFICATION:
- Shell, Roof & Bottom
- Allowable Stress
Width (W)
II. DESIGN
Page 1 of 28
1760 mm
1219 mm
1066 mm
Rectangular Tank Calculation Sheet
II.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)
b
b
b
a
a
a
Height (H)
a
b
Stiffeners
Length (L)
Vertical length without reinforced
Horizontal length without reinforced
Ratio,
α
β
Required thickness
tr = Sqrt(β*Pd*b2)/Sa) + C.A
a:
b:
a/b :
=
=
587 mm
406 mm
1.44
0.0797
0.4658
=
ta :
3.86 mm
6.00 mm
=
1.12 mm
II.1.2 Top Edge Stiffener
R1 = 0.03*Pd*a
=
0.39 kN/m
R2 = 0.32*Pd*a
=
4.18 kN/m
=
46.38 mm
=
0.0046 cm
4
=
13.7 cm
4
=
494.69 mm
=
Moment inertia of used stiffener (Flat bar 65x6):
Jx = Jy
=
Therefore, Horizontal stiffener is satisfactory
0.0495 cm
4
13.7 cm
4
Adopted thickness
Maximum deflection
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
1.12mm
<
3mm
Therefore, adopted thickness is satisfactory
Moment inertia required:
Jmin = R1*b4/(192*E*ta)
Moment inertia of used stiffener (Flat bar 65x6):
Jx = Jy
Therefore, Top edge stiffener is satisfactory
II.1.3 Horizontal Stiffener
Moment inertia required:
Jmin = R2*b4/(192*E*ta)
II.1.4 Vertical Stiffener
Page 2 of 28
4
4
Rectangular Tank Calculation Sheet
Maximum bending moment at Hy = 0.5773*amax
=
338.68 mm
=
0.07 kNm
=
5.78E-07 mm
=
0.58 cm
3
Section modulus of used stiffener (Flat bar 65x6):
Z
=
Therefore, Vertical stiffener is satisfactory
4.2 cm
3
Maximum bending moment:
Mmax = 0.0641*Pd*b*Hy2
Required section modulus:
Zr = Mmax/Sa
3
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)
b
b
b
a
a
a
Height (H)
a
b
Stiffeners
Width (W)
Vertical length without reinforced
Horizontal length without reinforced
Ratio,
α
β
Required thickness
tr = Sqrt(β*Pd*b2)/Sa) + C.A
a:
b:
a/b :
=
=
587 mm
355 mm
1.65
0.0934
0.5301
=
ta :
3.60 mm
6.00 mm
=
0.77 mm
II.2.2 Top Edge Stiffener
R1 = 0.03*Pd*a
=
0.39 kN/m
R2 = 0.32*Pd*a
=
4.18 kN/m
=
27.12 mm
=
0.0027 cm
4
=
13.7 cm
4
Adopted thickness
Maximum deflection
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
0.77mm
<
3mm
Therefore, adopted thickness is satisfactory
Moment inertia required:
Jmin = R1*b4/(192*E*ta)
Moment inertia of used stiffener (Flat bar 65x6):
Jx = Jy
Therefore, Top edge stiffener is satisfactory
II.2.3 Horizontal Stiffener
Page 3 of 28
4
Rectangular Tank Calculation Sheet
Moment inertia required:
Jmin = R2*b4/(192*E*ta)
4
=
289.30 mm
=
0.0289 cm
4
Moment inertia of used stiffener (Flat bar 65x6):
Jx = Jy
=
Therefore, Horizontal stiffener is satisfactory
13.7 cm
4
II.2.4 Vertical Stiffener
Maximum bending moment at Hy = 0.5773*amax
=
338.68 mm
=
0.06 kNm
=
5.05E-07 mm
=
0.51 cm
3
Section modulus of used stiffener (Flat bar 65x6):
Z
=
Therefore, Vertical stiffener is satisfactory
4.2 cm
3
Maximum bending moment:
Mmax = 0.0641*Pd*b*Hy2
Required section modulus:
Zr = Mmax/Sa
3
II.3 Roof Plate Calculation
b
a
Width (W)
a
b
Stiffeners
Length (L)
Loads on roof plate:
- Roof area:
- Live load:
- Roof weight:
- Roof structure weight:
- Roof Equipment weight:
- Dead load:
Total load on roof plate:
Distance without reinforced in width
Distance without reinforced in length
Ratio,
α
β
Required thickness:
tr = Sqrt(β*Pd*b2)/Sa) + C.A
2
=
=
=
=
=
=
=
1.299454 m
1.5 kPa
111 kg
116 kg
120 kg
2.6 kPa
4.1 kPa
a:
b:
a/b :
=
=
533 mm
609.5 mm
0.87
0.0332
0.2297
=
ta :
1.75 mm
6.00 mm
=
0.44 mm
Adopted thickness
Maximum deflection:
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
0.44mm
<
3mm
Therefore, adopted thickness is satisfactory
II.4 Bottom Plate Calculation
b
b
b
b
a
h (W)
a
Page 4 of 28
Rectangular Tank Calculation Sheet
b
b
b
a
a
a
Width (W)
a
b
Stiffeners
Length (L)
Distance without reinforced in width
Distance without reinforced in length
Ratio,
α
β
Required thickness:
tr = Sqrt(β*Pd*b2)/Sa) + C.A
a:
b:
a/b :
=
=
533 mm
609.5 mm
0.87
0.0332
0.2297
=
ta :
4.06 mm
8.00 mm
=
1.00 mm
Adopted thickness
Maximum deflection:
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
1mm
<
4mm
Therefore, adopted thickness is satisfactory
Page 5 of 28
Rectangular Tank Calculation Sheet
TANK CALCULATION SHEET
I. DESIGN PARAMETERS:
- Code Design
- Design pressure
- Nozzle Neck
- Flange
- Pipe Fittings
- Bolts & Nuts
- Stiffeners
: API 650 & Roark's Formulas
Pd : Full water + 5 kPag
=
24.62 kPa
o
:
60 C / AMB
:
ATM
o
:
27 C
C.A :
0 mm
:
1.00
:
0.85 (For Shell)
:
1.00 (For Roof & Bottom)
E : 2.9*E+7
psi
= 199947962 kPa
retangular
:
: SS 316L
Sa :
16700 psi
=
115142 kPa
: A 182 F 316L
: A 182 F 316L
: A 312 TP 316L
: A 193 Gr B8M / A 194 Gr 8M
: SS 316L
TANK GEOMETRY:
- Height
- Length
- Width
H:
L:
W:
- Design temperature
- Operating pressure
- Operating temperature
- Corrosion Allowance
- Liquid Specific Gravity
- Joint Efficiency
- Elastic Modulus
Height (H)
MATERIAL SPECIFICATION:
- Shell, Roof & Bottom
- Allowable Stress
Width (W)
Page 6 of 28
2000 mm
5600 mm
1100 mm
Rectangular Tank Calculation Sheet
II. DESIGN
II.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)
b
b
b
a
a
a
Height (H)
a
b
Stiffeners
Length (L)
Vertical length without reinforced
Horizontal length without reinforced
Ratio,
α
β
Required thickness
tr = Sqrt(β*Pd*b2)/Sa) + C.A
a:
b:
a/b :
=
=
667 mm
622 mm
1.07
0.0504
0.3185
=
ta :
5.13 mm
8.00 mm
=
1.82 mm
II.1.2 Top Edge Stiffener
R1 = 0.03*Pd*a
=
0.49 kN/m
R2 = 0.32*Pd*a
=
5.25 kN/m
=
240.32 mm
=
Moment inertia of used stiffener (angle 65x65x6):
Jx = Jy
=
Therefore, Top edge stiffener is satisfactory
0.0240 cm
4
29.4 cm
4
Adopted thickness
Maximum deflection
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
1.82mm
<
4mm
Therefore, adopted thickness is satisfactory
Moment inertia required:
Jmin = R1*b4/(192*E*ta)
II.1.3 Horizontal Stiffener
Moment inertia required:
Jmin = R2*b4/(192*E*ta)
4
4
=
2563.43 mm
=
0.2563 cm
4
Moment inertia of used stiffener (angle 65x65x6):
Jx = Jy
=
Therefore, Horizontal stiffener is satisfactory
29.4 cm
4
Page 7 of 28
Rectangular Tank Calculation Sheet
II.1.4 Vertical Stiffener
Maximum bending moment at Hy = 0.5773*amax
=
384.87 mm
=
0.15 kNm
=
1.26E-06 mm
=
1.26 cm
3
Section modulus of used stiffener (angle 65x65x6):
Z
=
Therefore, Vertical stiffener is satisfactory
6.26 cm
3
Maximum bending moment:
Mmax = 0.0641*Pd*b*Hy2
Required section modulus:
Zr = Mmax/Sa
3
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)
b
b
b
a
a
a
Height (H)
a
b
Stiffeners
Width (W)
Vertical length without reinforced
Horizontal length without reinforced
Ratio,
α
β
Required thickness
tr = Sqrt(β*Pd*b2)/Sa) + C.A
a:
b:
a/b :
=
=
667 mm
550 mm
1.21
0.0624
0.38
=
ta :
4.96 mm
8.00 mm
=
1.37 mm
II.2.2 Top Edge Stiffener
R1 = 0.03*Pd*a
=
0.49 kN/m
R2 = 0.32*Pd*a
=
5.25 kN/m
=
146.71 mm
=
0.0147 cm
4
Moment inertia of used stiffener (angle 65x65x6):
Jx = Jy
=
Therefore, Top edge stiffener is satisfactory
29.4 cm
4
Adopted thickness
Maximum deflection
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
1.37mm
<
4mm
Therefore, adopted thickness is satisfactory
Moment inertia required:
Jmin = R1*b4/(192*E*ta)
Page 8 of 28
4
Rectangular Tank Calculation Sheet
II.2.3 Horizontal Stiffener
Moment inertia required:
Jmin = R2*b4/(192*E*ta)
4
=
1564.91 mm
=
Moment inertia of used stiffener (angle 65x65x6):
Jx = Jy
=
Therefore, Horizontal stiffener is satisfactory
0.1565 cm
4
29.4 cm
4
II.2.4 Vertical Stiffener
Maximum bending moment at Hy = 0.5773*amax
=
384.87 mm
=
0.13 kNm
=
1.12E-06 mm
=
1.12 cm
3
Section modulus of used stiffener (angle 65x65x6):
Z
=
Therefore, Vertical stiffener is satisfactory
6.26 cm
3
Maximum bending moment:
Mmax = 0.0641*Pd*b*Hy2
Required section modulus:
Zr = Mmax/Sa
3
II.3 Roof Plate Calculation
b
a
Width (W)
a
b
Stiffeners
Length (L)
Loads on roof plate:
- Roof area:
- Live load:
- Roof weight:
- Roof structure weight:
- Roof Equipment weight:
- Dead load:
Total load on roof plate:
Distance without reinforced in width
Distance without reinforced in length
Ratio,
α
β
Required thickness:
tr = Sqrt(β*Pd*b2)/Sa) + C.A
2
=
=
=
=
=
=
=
6.16 m
1.5 kPa
340 kg
116 kg
120 kg
0.9 kPa
2.4 kPa
a:
b:
a/b :
=
=
1100 mm
700 mm
1.57
0.0886
0.5076
=
ta :
2.29 mm
6.00 mm
=
1.19 mm
Adopted thickness
Maximum deflection:
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
1.19mm
<
3mm
Therefore, adopted thickness is satisfactory
Page 9 of 28
Rectangular Tank Calculation Sheet
II.4 Bottom Plate Calculation
b
b
b
a
a
a
Width (W)
a
b
Stiffeners
Length (L)
Distance without reinforced in width
Distance without reinforced in length
Ratio,
α
β
Required thickness:
tr = Sqrt(β*Pd*b2)/Sa) + C.A
a:
b:
a/b :
=
=
550 mm
622 mm
0.88
0.0341
0.2341
=
ta :
4.40 mm
8.00 mm
=
1.23 mm
Adopted thickness
Maximum deflection:
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
1.23mm
<
4mm
Therefore, adopted thickness is satisfactory
Page 10 of 28
Rectangular Tank Calculation Sheet
TANK CALCULATION SHEET
I. DESIGN PARAMETERS:
- Code Design
- Design pressure
- Nozzle Neck
- Flange
- Pipe Fittings
- Bolts & Nuts
- Stiffeners
: API 650 & Roark's Formulas
Pd : Full water + 5 kPag
=
24.62 kPa
o
:
60 C / AMB
:
ATM
o
:
27 C
C.A :
0 mm
:
1.00
:
0.85 (For Shell)
:
1.00 (For Roof & Bottom)
E : 2.9*E+7
psi
= 199947962 kPa
retangular
:
: SS 316L
Sa :
16700 psi
=
115142 kPa
: A 182 F 316L
: A 182 F 316L
: A 312 TP 316L
: A 193 Gr B8M / A 194 Gr 8M
: SS 316L
TANK GEOMETRY:
- Height
- Length
- Width
H:
L:
W:
- Design temperature
- Operating pressure
- Operating temperature
- Corrosion Allowance
- Liquid Specific Gravity
- Joint Efficiency
- Elastic Modulus
Height (H)
MATERIAL SPECIFICATION:
- Shell, Roof & Bottom
- Allowable Stress
Width (W)
Page 11 of 28
2000 mm
5700 mm
1250 mm
Rectangular Tank Calculation Sheet
II. DESIGN
II.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)
b
b
b
a
a
a
Height (H)
a
b
Stiffeners
Length (L)
Vertical length without reinforced
Horizontal length without reinforced
Ratio,
α
β
Required thickness
tr = Sqrt(β*Pd*b2)/Sa) + C.A
a:
b:
a/b :
=
=
667 mm
633 mm
1.05
0.0487
0.3096
=
ta :
5.15 mm
8.00 mm
=
1.88 mm
II.1.2 Top Edge Stiffener
R1 = 0.03*Pd*a
=
0.49 kN/m
R2 = 0.32*Pd*a
=
5.25 kN/m
=
257.95 mm
=
Moment inertia of used stiffener (angle 65x65x6):
Jx = Jy
=
Therefore, Top edge stiffener is satisfactory
0.0258 cm
4
29.4 cm
4
Adopted thickness
Maximum deflection
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
1.88mm
<
4mm
Therefore, adopted thickness is satisfactory
Moment inertia required:
Jmin = R1*b4/(192*E*ta)
II.1.3 Horizontal Stiffener
Moment inertia required:
Jmin = R2*b4/(192*E*ta)
4
4
=
2751.49 mm
=
0.2751 cm
4
Moment inertia of used stiffener (angle 65x65x6):
Jx = Jy
=
Therefore, Horizontal stiffener is satisfactory
29.4 cm
4
Page 12 of 28
Rectangular Tank Calculation Sheet
II.1.4 Vertical Stiffener
Maximum bending moment at Hy = 0.5773*amax
=
384.87 mm
=
0.15 kNm
=
1.29E-06 mm
=
1.29 cm
3
Section modulus of used stiffener (angle 65x65x6):
Z
=
Therefore, Vertical stiffener is satisfactory
6.26 cm
3
Maximum bending moment:
Mmax = 0.0641*Pd*b*Hy2
Required section modulus:
Zr = Mmax/Sa
3
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)
b
b
b
a
a
a
Height (H)
a
b
Stiffeners
Width (W)
Vertical length without reinforced
Horizontal length without reinforced
Ratio,
α
β
Required thickness
tr = Sqrt(β*Pd*b2)/Sa) + C.A
a:
b:
a/b :
=
=
667 mm
625 mm
1.07
0.0504
0.3185
=
ta :
5.16 mm
8.00 mm
=
1.85 mm
II.2.2 Top Edge Stiffener
R1 = 0.03*Pd*a
=
0.49 kN/m
R2 = 0.32*Pd*a
=
5.25 kN/m
=
244.64 mm
=
0.0245 cm
4
Moment inertia of used stiffener (angle 65x65x6):
Jx = Jy
=
Therefore, Top edge stiffener is satisfactory
29.4 cm
4
Adopted thickness
Maximum deflection
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
1.85mm
<
4mm
Therefore, adopted thickness is satisfactory
Moment inertia required:
Jmin = R1*b4/(192*E*ta)
Page 13 of 28
4
Rectangular Tank Calculation Sheet
II.2.3 Horizontal Stiffener
Moment inertia required:
Jmin = R2*b4/(192*E*ta)
4
=
2609.51 mm
=
Moment inertia of used stiffener (angle 65x65x6):
Jx = Jy
=
Therefore, Horizontal stiffener is satisfactory
0.2610 cm
4
29.4 cm
4
II.2.4 Vertical Stiffener
Maximum bending moment at Hy = 0.5773*amax
=
384.87 mm
=
0.15 kNm
=
1.27E-06 mm
=
1.27 cm
3
Section modulus of used stiffener (angle 65x65x6):
Z
=
Therefore, Vertical stiffener is satisfactory
6.26 cm
3
Maximum bending moment:
Mmax = 0.0641*Pd*b*Hy2
Required section modulus:
Zr = Mmax/Sa
3
II.3 Roof Plate Calculation
b
a
Width (W)
a
b
Stiffeners
Length (L)
Loads on roof plate:
- Roof area:
- Live load:
- Roof weight:
- Roof structure weight:
- Roof Equipment weight:
- Dead load:
Total load on roof plate:
Distance without reinforced in width
Distance without reinforced in length
Ratio,
α
β
Required thickness:
tr = Sqrt(β*Pd*b2)/Sa) + C.A
2
=
=
=
=
=
=
=
7.125 m
1.5 kPa
386 kg
116 kg
120 kg
0.9 kPa
2.4 kPa
a:
b:
a/b :
=
=
1250 mm
712.5 mm
1.75
0.0989
0.5559
=
ta :
2.40 mm
6.00 mm
=
1.39 mm
Adopted thickness
Maximum deflection:
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
1.39mm
<
3mm
Therefore, adopted thickness is satisfactory
Page 14 of 28
Rectangular Tank Calculation Sheet
II.4 Bottom Plate Calculation
b
b
b
a
a
a
Width (W)
a
b
Stiffeners
Length (L)
Distance without reinforced in width
Distance without reinforced in length
Ratio,
α
β
Required thickness:
tr = Sqrt(β*Pd*b2)/Sa) + C.A
a:
b:
a/b :
=
=
625 mm
633 mm
0.99
0.0435
0.283
=
ta :
4.93 mm
8.00 mm
=
1.68 mm
Adopted thickness
Maximum deflection:
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
1.68mm
<
4mm
Therefore, adopted thickness is satisfactory
Page 15 of 28
Rectangular Tank Calculation Sheet
TANK CALCULATION SHEET
I. DESIGN PARAMETERS:
- Code Design
- Design pressure
- Nozzle Neck
- Flange
- Pipe Fittings
- Bolts & Nuts
- Stiffeners
: API 650 & Roark's Formulas
Pd : Full water + 5 kPag
=
24.62 kPa
o
:
60 C / AMB
:
ATM
o
:
27 C
C.A :
0 mm
:
1.00
:
0.85 (For Shell)
:
1.00 (For Roof & Bottom)
E : 2.9*E+7
psi
= 199947962 kPa
retangular
:
: SS 316L
Sa :
16700 psi
=
115142 kPa
: A 182 F 316L
: A 182 F 316L
: A 312 TP 316L
: A 193 Gr B8M / A 194 Gr 8M
: SS 316L
TANK GEOMETRY:
- Height
- Length
- Width
H:
L:
W:
- Design temperature
- Operating pressure
- Operating temperature
- Corrosion Allowance
- Liquid Specific Gravity
- Joint Efficiency
- Elastic Modulus
Height (H)
MATERIAL SPECIFICATION:
- Shell, Roof & Bottom
- Allowable Stress
Width (W)
II. DESIGN
Page 16 of 28
2000 mm
2100 mm
1250 mm
Rectangular Tank Calculation Sheet
II.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)
b
b
b
a
a
a
Height (H)
a
b
Stiffeners
Length (L)
Vertical length without reinforced
Horizontal length without reinforced
Ratio,
α
β
Required thickness
tr = Sqrt(β*Pd*b2)/Sa) + C.A
a:
b:
a/b :
=
=
500.0 mm
525 mm
0.95
0.0401
0.2652
=
ta :
3.95 mm
6.00 mm
=
1.74 mm
II.1.2 Top Edge Stiffener
R1 = 0.03*Pd*a
=
0.37 kN/m
R2 = 0.32*Pd*a
=
3.94 kN/m
=
121.80 mm
=
0.0122 cm
4
=
13.7 cm
4
=
1299.20 mm
=
Moment inertia of used stiffener (Flat bar 65x6):
Jx = Jy
=
Therefore, Horizontal stiffener is satisfactory
0.1299 cm
4
13.7 cm
4
Adopted thickness
Maximum deflection
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
1.74mm
<
3mm
Therefore, adopted thickness is satisfactory
Moment inertia required:
Jmin = R1*b4/(192*E*ta)
Moment inertia of used stiffener (Flat bar 65x6):
Jx = Jy
Therefore, Top edge stiffener is satisfactory
II.1.3 Horizontal Stiffener
Moment inertia required:
Jmin = R2*b4/(192*E*ta)
II.1.4 Vertical Stiffener
Page 17 of 28
4
4
Rectangular Tank Calculation Sheet
Maximum bending moment at Hy = 0.5773*amax
=
288.65 mm
=
0.07 kNm
=
6.00E-07 mm
=
0.60 cm
3
Section modulus of used stiffener (Flat bar 65x6):
Z
=
Therefore, Vertical stiffener is satisfactory
4.2 cm
3
Maximum bending moment:
Mmax = 0.0641*Pd*b*Hy2
Required section modulus:
Zr = Mmax/Sa
3
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)
b
b
b
a
a
a
Height (H)
a
b
Stiffeners
Width (W)
Vertical length without reinforced
Horizontal length without reinforced
Ratio,
α
β
Required thickness
tr = Sqrt(β*Pd*b2)/Sa) + C.A
a:
b:
a/b :
=
=
500 mm
417 mm
1.20
0.0616
0.3762
=
ta :
3.74 mm
6.00 mm
=
1.06 mm
II.2.2 Top Edge Stiffener
R1 = 0.03*Pd*a
=
0.37 kN/m
R2 = 0.32*Pd*a
=
3.94 kN/m
=
48.32 mm
=
0.0048 cm
4
=
13.7 cm
4
Adopted thickness
Maximum deflection
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
1.06mm
<
3mm
Therefore, adopted thickness is satisfactory
Moment inertia required:
Jmin = R1*b4/(192*E*ta)
Moment inertia of used stiffener (Flat bar 65x6):
Jx = Jy
Therefore, Top edge stiffener is satisfactory
II.2.3 Horizontal Stiffener
Page 18 of 28
4
Rectangular Tank Calculation Sheet
Moment inertia required:
Jmin = R2*b4/(192*E*ta)
4
=
515.46 mm
=
0.0515 cm
4
Moment inertia of used stiffener (Flat bar 65x6):
Jx = Jy
=
Therefore, Horizontal stiffener is satisfactory
13.7 cm
4
II.2.4 Vertical Stiffener
Maximum bending moment at Hy = 0.5773*amax
=
288.65 mm
=
0.05 kNm
=
4.76E-07 mm
=
0.48 cm
3
Section modulus of used stiffener (Flat bar 65x6):
Z
=
Therefore, Vertical stiffener is satisfactory
4.2 cm
3
Maximum bending moment:
Mmax = 0.0641*Pd*b*Hy2
Required section modulus:
Zr = Mmax/Sa
3
II.3 Roof Plate Calculation
b
a
Width (W)
a
b
Stiffeners
Length (L)
Loads on roof plate:
- Roof area:
- Live load:
- Roof weight:
- Roof structure weight:
- Roof Equipment weight:
- Dead load:
Total load on roof plate:
Distance without reinforced in width
Distance without reinforced in length
Ratio,
α
β
Required thickness:
tr = Sqrt(β*Pd*b2)/Sa) + C.A
2
=
=
=
=
=
=
=
2.625 m
1.5 kPa
174 kg
116 kg
120 kg
1.5 kPa
3.0 kPa
a:
b:
a/b :
=
=
1250 mm
700 mm
1.79
0.1011
0.5662
=
ta :
2.70 mm
6.00 mm
=
1.70 mm
Adopted thickness
Maximum deflection:
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
1.7mm
<
3mm
Therefore, adopted thickness is satisfactory
II.4 Bottom Plate Calculation
b
b
b
b
a
h (W)
a
Page 19 of 28
Rectangular Tank Calculation Sheet
b
b
b
a
a
a
Width (W)
a
b
Stiffeners
Length (L)
Distance without reinforced in width
Distance without reinforced in length
Ratio,
α
β
Required thickness:
tr = Sqrt(β*Pd*b2)/Sa) + C.A
a:
b:
a/b :
=
=
625 mm
525 mm
1.19
0.0607
0.3718
=
ta :
4.68 mm
8.00 mm
=
1.11 mm
Adopted thickness
Maximum deflection:
Ymax = α*Pd*b4/(E*ta3)
Ymax
1/2 ta
<
1.11mm
<
4mm
Therefore, adopted thickness is satisfactory
Page 20 of 28
THANG LONG
DESIGN CAPACITY
(m3)
2.22
12.02
2.22
2.22
DONG DO
CORROSION INHIBITOR TANK
2.22
POUR POINT DEPRESSANT TANK
13.93
DEMULSIFIER TANK
2.22
H2S SCAVENGER TANK
5.13
BACK UP CHEMICAL TANK
2.22
SCALE INHIBITOR TANK
2.22
ITEM NO. NAME
T-6601
CORROSION INHIBITOR TANK
T-6603
POUR POINT DEPRESSANT TANK
T-6605
BACK UP CHEMICAL TANK
T-6607
DEMULSIFIER TANK
T-6621
T-6622
T-6623
T-6624
T-6629
T-6636
LENGTH
(mm)
1219
5600
1219
1219
WIDTH
(mm)
1066
1100
1066
1066
HEIGHT
(mm)
1760
2000
1760
1760
1219
5700
1219
2100
1219
1219
1066
1250
1066
1250
1066
1066
1760
2000
1760
2000
1760
1760
HEIGHT X LENGTH
HEIGHT X WIDTH
ROOF PLATE
BOTTOM PLATE
t
(mm)
a
(mm)
b
(mm)
t
(mm)
a
(mm)
b
(mm)
t
(mm)
a
(mm)
b
(mm)
t
(mm)
a
(mm)
b
(mm)
6
8
6
6
587
667
587
587
406
700
406
406
6
8
6
6
587
667
587
587
355
550
355
355
6
6
6
6
533
1100
533
533
609.5
700
609.5
609.5
8
8
8
8
533
550
533
533
609.5
700
609.5
609.5
6
8
6
6
6
6
587
667
587
500
587
587
406
712.5
406
525
406
406
6
8
6
6
6
6
587
667
587
500
587
587
355
625
355
417
355
355
6
6
6
6
6
6
533
1250
533
1250
533
533
609.5
712.5
609.5
700
609.5
609.5
8
8
8
8
8
8
533
625
533
625
533
533
609.5
712.5
609.5
700
609.5
609.5
A(L)
A(U)
(mm2) (mm2)
binh
(kg)
tang cung
Base
mw nozz accessary
(kg)
frame
dry
specific
gravity
4 4
4 10
4 4
4 4
4 4
4 3
4 4
4 4
3 3
2 9
3 3
3 3
3 3
3 10
3 3
3 3
390
753
390
390
1160
1160
1160
1160
517
2344
517
517
119
766
119
119
63
63
63
63
20
20
20
20
20
20
20
20
53
144
53
53
792
3357
792
792
0.99
0.91
0.781
1.02
4 4
4 10
4 4
5 5
4 4
4 4
4 4
4 3
4 4
5 4
4 4
4 4
3 3
2 9
3 3
2 4
3 3
3 3
3 3
3 10
3 3
3 5
3 3
3 3
390
753
390
390
390
390
1160
1160
1160
1160
1160
1160
517
2513
517
913
517
517
119
776
119
195
119
119
63
63
63
63
63
63
20
20
20
20
20
20
20
20
20
20
20
20
53
148
53
77
53
53
792
3541
792
1289
792
792
0.99
0.91
1.02
0.998
0.78
1.3
capacity luu chat
hydro
operating
working
(kg)
test
2
10.85
2
2
1980
9873.5
1562
2040
2772
13231
2354
2832
3013
15379
3013
3013
2
12.63
2
4.6
2
2
1980
11493.3
2040
4590.8
1560
2600
2772
15034
2832
5879
2352
3392
3013
17471
3013
6422
3013
3013