Rectangular Tank Calculation

Rectangular Tank Calculation Sheet
TANK CALCULATION SHEET

I. DESIGN PARAMETERS: - Code Design - Design pressure - Design temperature - Operating pressure - Operating temperature - Corrosion Allowance - Liquid Specific Gravity - Joint Efficiency - Elastic Modulus : 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
MATERIAL SPECIFICATION: - Shell, Roof & Bottom - Allowable Stress - Nozzle Neck - Flange - Pipe Fittings - Bolts & Nuts - Stiffeners TANK GEOMETRY: - Height - Length - Width
H: L: W:
1760 mm 1219 mm 1066 mm
Height (H)
Width (W)
II. DESIGN Page 1 of 28
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)
Height (H)
a
Length (L) Stiffeners
Vertical length without reinforced Horizontal length without reinforced Ratio, Required thickness tr = Sqrt(*Pd*b2)/Sa) + C.A Adopted thickness Maximum deflection Ymax = *Pd*b4/(E*ta3)
a: b: a/b : = = = ta : =
a
587 mm 406 mm 1.44 0.0797 0.4658 3.86 mm 6.00 mm 1.12 mm = =
Ymax 1/2 ta < 1.12mm < 3mm Therefore, adopted thickness is satisfactory II.1.2 Top Edge Stiffener R1 = 0.03*Pd*a R2 = 0.32*Pd*a 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)
0.39 kN/m 4.18 kN/m
= = =
4 46.38 mm 4 0.0046 cm 4 13.7 cm
4 494.69 mm 4 0.0495 cm 4 13.7 cm
= Moment inertia of used stiffener (Flat bar 65x6): Jx = Jy = Therefore, Horizontal stiffener is satisfactory
II.1.4 Vertical Stiffener
Page 2 of 28
Rectangular Tank Calculation Sheet Maximum bending moment at Hy = 0.5773*amax Maximum bending moment: Mmax = 0.0641*Pd*b*Hy2 Required section modulus: Zr = Mmax/Sa = 338.68 mm
= = =
0.07 kNm
3 5.78E-07 mm 3 0.58 cm 3 4.2 cm
Section modulus of used stiffener (Flat bar 65x6): Z = 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)
b b b b
Height (H)
a
Width (W)
Stiffeners
a: b: a/b : = = = ta : =
a
587 mm 355 mm 1.65 0.0934 0.5301 3.60 mm 6.00 mm 0.77 mm = =
Ymax 1/2 ta < 0.77mm < 3mm Therefore, adopted thickness is satisfactory II.2.2 Top Edge Stiffener R1 = 0.03*Pd*a R2 = 0.32*Pd*a 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
0.39 kN/m 4.18 kN/m
= = =
4 27.12 mm 4 0.0027 cm 4 13.7 cm
II.2.3 Horizontal Stiffener
Page 3 of 28
Rectangular Tank Calculation Sheet Moment inertia required: Jmin = R2*b4/(192*E*ta) = = Moment inertia of used stiffener (Flat bar 65x6): Jx = Jy = Therefore, Horizontal stiffener is satisfactory II.2.4 Vertical Stiffener Maximum bending moment at Hy = 0.5773*amax Maximum bending moment: Mmax = 0.0641*Pd*b*Hy2 Required section modulus: Zr = Mmax/Sa
4 289.30 mm 4 0.0289 cm 4 13.7 cm
338.68 mm
= = =
0.06 kNm
3 5.05E-07 mm 3 0.51 cm 3 4.2 cm
Section modulus of used stiffener (Flat bar 65x6): Z = Therefore, Vertical stiffener is satisfactory II.3 Roof Plate Calculation
b b
Width (W)
a
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, Required thickness: tr = Sqrt(*Pd*b2)/Sa) + C.A Adopted thickness Maximum deflection: Ymax = *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: b: a/b : = = = ta : =
1.299454 1.5 111 116 120 2.6 4.1
m2 kPa kg kg kg kPa kPa
533 mm 609.5 mm 0.87 0.0332 0.2297 1.75 mm 6.00 mm 0.44 mm
Page 4 of 28
h (W)

b b b b
Width (W)
a
Length (L)
Stiffeners
Distance without reinforced in width Distance without reinforced in length Ratio, Required thickness: tr = Sqrt(*Pd*b2)/Sa) + C.A Adopted thickness Maximum deflection: Ymax = *Pd*b4/(E*ta3) Ymax
a: b: a/b : = = = ta : =
a
533 mm 609.5 mm 0.87 0.0332 0.2297 4.06 mm 8.00 mm 1.00 mm Page 5 of 28
1/2 ta < 1mm < 4mm Therefore, adopted thickness is satisfactory

H: L: W:
2000 mm 5600 mm 1100 mm
Height (H)
Width (W)
Page 6 of 28
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)
Height (H)
a
a: b: a/b : = = = ta : =
a
667 mm 622 mm 1.07 0.0504 0.3185 5.13 mm 8.00 mm 1.82 mm = =
Ymax 1/2 ta < 1.82mm < 4mm Therefore, adopted thickness is satisfactory II.1.2 Top Edge Stiffener R1 = 0.03*Pd*a R2 = 0.32*Pd*a Moment inertia required: Jmin = R1*b4/(192*E*ta)
0.49 kN/m 5.25 kN/m
= =
4 240.32 mm 4 0.0240 cm 4 29.4 cm
Moment inertia of used stiffener (angle 65x65x6): Jx = Jy = Therefore, Top edge stiffener is satisfactory II.1.3 Horizontal Stiffener Moment inertia required: Jmin = R2*b4/(192*E*ta)
= =
4 2563.43 mm 4 0.2563 cm 4 29.4 cm
Moment inertia of used stiffener (angle 65x65x6): Jx = Jy = Therefore, Horizontal stiffener is satisfactory
Page 7 of 28
Rectangular Tank Calculation Sheet II.1.4 Vertical Stiffener Maximum bending moment at Hy = 0.5773*amax Maximum bending moment: Mmax = 0.0641*Pd*b*Hy2 Required section modulus: Zr = Mmax/Sa = 384.87 mm
= = =
0.15 kNm
3 1.26E-06 mm 3 1.26 cm 3 6.26 cm
Section modulus of used stiffener (angle 65x65x6): Z = 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)
b b b b
Height (H)
a
Width (W)
Stiffeners
a: b: a/b : = = = ta : =
a
667 mm 550 mm 1.21 0.0624 0.38 4.96 mm 8.00 mm 1.37 mm = =
0.49 kN/m 5.25 kN/m
= =
4 146.71 mm 4 0.0147 cm 4 29.4 cm
Moment inertia of used stiffener (angle 65x65x6): Jx = Jy = Therefore, Top edge stiffener is satisfactory
Page 8 of 28
Rectangular Tank Calculation Sheet II.2.3 Horizontal Stiffener Moment inertia required: Jmin = R2*b4/(192*E*ta)
= =
4 1564.91 mm 4 0.1565 cm 4 29.4 cm
Moment inertia of used stiffener (angle 65x65x6): Jx = Jy = Therefore, Horizontal stiffener is satisfactory II.2.4 Vertical Stiffener Maximum bending moment at Hy = 0.5773*amax Maximum bending moment: Mmax = 0.0641*Pd*b*Hy2 Required section modulus: Zr = Mmax/Sa
384.87 mm
= = =
0.13 kNm
3 1.12E-06 mm 3 1.12 cm 3 6.26 cm
Section modulus of used stiffener (angle 65x65x6): Z = Therefore, Vertical stiffener is satisfactory II.3 Roof Plate Calculation
b b
Width (W)
a
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, Required thickness: tr = Sqrt(*Pd*b2)/Sa) + C.A Adopted thickness Maximum deflection: Ymax = *Pd*b4/(E*ta3) Ymax 1/2 ta < 1.19mm < 3mm Therefore, adopted thickness is satisfactory
= = = = = = = a: b: a/b : = = = ta : =
6.16 1.5 340 116 120 0.9 2.4
1100 mm 700 mm 1.57 0.0886 0.5076 2.29 mm 6.00 mm 1.19 mm
Page 9 of 28
Rectangular Tank Calculation Sheet II.4 Bottom Plate Calculation

b b b b
Width (W)
a
Length (L)
Stiffeners
Distance without reinforced in width Distance without reinforced in length Ratio, Required thickness: tr = Sqrt(*Pd*b2)/Sa) + C.A Adopted thickness Maximum deflection: Ymax = *Pd*b4/(E*ta3)
a: b: a/b : = = = ta : =
a
550 mm 622 mm 0.88 0.0341 0.2341 4.40 mm 8.00 mm 1.23 mm Page 10 of 28
Ymax 1/2 ta < 1.23mm < 4mm Therefore, adopted thickness is satisfactory

H: L: W:
2000 mm 5700 mm 1250 mm
Height (H)
Width (W)
Page 11 of 28
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)
Height (H)
a
a: b: a/b : = = = ta : =
a
667 mm 633 mm 1.05 0.0487 0.3096 5.15 mm 8.00 mm 1.88 mm = =
0.49 kN/m 5.25 kN/m
= =
4 257.95 mm 4 0.0258 cm 4 29.4 cm
Moment inertia of used stiffener (angle 65x65x6): Jx = Jy = Therefore, Top edge stiffener is satisfactory II.1.3 Horizontal Stiffener Moment inertia required: Jmin = R2*b4/(192*E*ta)
= =
4 2751.49 mm 4 0.2751 cm 4 29.4 cm
Moment inertia of used stiffener (angle 65x65x6): Jx = Jy = Therefore, Horizontal stiffener is satisfactory
Page 12 of 28
Rectangular Tank Calculation Sheet II.1.4 Vertical Stiffener Maximum bending moment at Hy = 0.5773*amax Maximum bending moment: Mmax = 0.0641*Pd*b*Hy2 Required section modulus: Zr = Mmax/Sa = 384.87 mm
= = =
0.15 kNm
3 1.29E-06 mm 3 1.29 cm 3 6.26 cm
Section modulus of used stiffener (angle 65x65x6): Z = 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)
b b b b
Height (H)
a
Width (W)
Stiffeners
a: b: a/b : = = = ta : =
a
667 mm 625 mm 1.07 0.0504 0.3185 5.16 mm 8.00 mm 1.85 mm = =
0.49 kN/m 5.25 kN/m
= =
4 244.64 mm 4 0.0245 cm 4 29.4 cm
Moment inertia of used stiffener (angle 65x65x6): Jx = Jy = Therefore, Top edge stiffener is satisfactory
Page 13 of 28
Rectangular Tank Calculation Sheet II.2.3 Horizontal Stiffener Moment inertia required: Jmin = R2*b4/(192*E*ta)
= =
4 2609.51 mm 4 0.2610 cm 4 29.4 cm
Moment inertia of used stiffener (angle 65x65x6): Jx = Jy = Therefore, Horizontal stiffener is satisfactory II.2.4 Vertical Stiffener Maximum bending moment at Hy = 0.5773*amax Maximum bending moment: Mmax = 0.0641*Pd*b*Hy2 Required section modulus: Zr = Mmax/Sa
384.87 mm
= = =
0.15 kNm
3 1.27E-06 mm 3 1.27 cm 3 6.26 cm
Section modulus of used stiffener (angle 65x65x6): Z = Therefore, Vertical stiffener is satisfactory II.3 Roof Plate Calculation
b b
Width (W)
a
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, Required thickness: tr = Sqrt(*Pd*b2)/Sa) + C.A Adopted thickness Maximum deflection: Ymax = *Pd*b4/(E*ta3) Ymax 1/2 ta < 1.39mm < 3mm Therefore, adopted thickness is satisfactory
= = = = = = = a: b: a/b : = = = ta : =
7.125 1.5 386 116 120 0.9 2.4
1250 mm 712.5 mm 1.75 0.0989 0.5559 2.40 mm 6.00 mm 1.39 mm
Page 14 of 28
Rectangular Tank Calculation Sheet II.4 Bottom Plate Calculation

b b b b
Width (W)
a
Length (L)
Stiffeners
a: b: a/b : = = = ta : =
a

H: L: W:
2000 mm 2100 mm 1250 mm
Height (H)
Width (W)
II. DESIGN Page 16 of 28
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)
Height (H)
a
a: b: a/b : = = = ta : =
a
500.0 mm 525 mm 0.95 0.0401 0.2652 3.95 mm 6.00 mm 1.74 mm = =
Ymax 1/2 ta < 1.74mm < 3mm Therefore, adopted thickness is satisfactory II.1.2 Top Edge Stiffener R1 = 0.03*Pd*a R2 = 0.32*Pd*a 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)
0.37 kN/m 3.94 kN/m
= = =
4 121.80 mm 4 0.0122 cm 4 13.7 cm
4 1299.20 mm 4 0.1299 cm 4 13.7 cm
= Moment inertia of used stiffener (Flat bar 65x6): Jx = Jy = Therefore, Horizontal stiffener is satisfactory
II.1.4 Vertical Stiffener
Page 17 of 28
Rectangular Tank Calculation Sheet Maximum bending moment at Hy = 0.5773*amax Maximum bending moment: Mmax = 0.0641*Pd*b*Hy2 Required section modulus: Zr = Mmax/Sa = 288.65 mm
= = =
0.07 kNm
3 6.00E-07 mm 3 0.60 cm 3 4.2 cm
Section modulus of used stiffener (Flat bar 65x6): Z = 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)
b b b b
Height (H)
a
Width (W)
Stiffeners
a: b: a/b : = = = ta : =
a
500 mm 417 mm 1.20 0.0616 0.3762 3.74 mm 6.00 mm 1.06 mm = =
Ymax 1/2 ta < 1.06mm < 3mm Therefore, adopted thickness is satisfactory II.2.2 Top Edge Stiffener R1 = 0.03*Pd*a R2 = 0.32*Pd*a 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
0.37 kN/m 3.94 kN/m
= = =
4 48.32 mm 4 0.0048 cm 4 13.7 cm
II.2.3 Horizontal Stiffener
Page 18 of 28
Rectangular Tank Calculation Sheet Moment inertia required: Jmin = R2*b4/(192*E*ta) = = Moment inertia of used stiffener (Flat bar 65x6): Jx = Jy = Therefore, Horizontal stiffener is satisfactory II.2.4 Vertical Stiffener Maximum bending moment at Hy = 0.5773*amax Maximum bending moment: Mmax = 0.0641*Pd*b*Hy2 Required section modulus: Zr = Mmax/Sa
4 515.46 mm 4 0.0515 cm 4 13.7 cm
288.65 mm
= = =
0.05 kNm
3 4.76E-07 mm 3 0.48 cm 3 4.2 cm
Section modulus of used stiffener (Flat bar 65x6): Z = Therefore, Vertical stiffener is satisfactory II.3 Roof Plate Calculation
b b
Width (W)
a
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, Required thickness: tr = Sqrt(*Pd*b2)/Sa) + C.A Adopted thickness Maximum deflection: Ymax = *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: b: a/b : = = = ta : =
2.625 1.5 174 116 120 1.5 3.0
1250 mm 700 mm 1.79 0.1011 0.5662 2.70 mm 6.00 mm 1.70 mm
Page 19 of 28
h (W)

b b b b
Width (W)
a
Length (L)
Stiffeners
a: b: a/b : = = = ta : =
a
THANG LONG
ITEM NO. T-6601 T-6603 T-6605 T-6607 T-6621 T-6622 T-6623 T-6624 T-6629 T-6636
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 NAME CORROSION INHIBITOR TANK POUR POINT DEPRESSANT TANK BACK UP CHEMICAL TANK DEMULSIFIER TANK
LENGTH (mm) 1219 5600 1219 1219 1219 5700 1219 2100 1219 1219
WIDTH (mm) 1066 1100 1066 1066 1066 1250 1066 1250 1066 1066
HEIGHT (mm) 1760 2000 1760 1760 1760 2000 1760 2000 1760 1760
HEIGHT X LENGTH
HEIGHT X WIDTH
ROOF PLATE
BOTTOM PLATE
t (mm) 6 8 6 6 6 8 6 6 6 6
a (mm) 587 667 587 587 587 667 587 500 587 587
b (mm) 406 700 406 406 406 712.5 406 525 406 406
t (mm) 6 8 6 6 6 8 6 6 6 6
a (mm) 587 667 587 587 587 667 587 500 587 587
b (mm) 355 550 355 355 355 625 355 417 355 355
t (mm) 6 6 6 6 6 6 6 6 6 6
a (mm) 533 1100 533 533 533 1250 533 1250 533 533
b (mm) 609.5 700 609.5 609.5 609.5 712.5 609.5 700 609.5 609.5
t (mm) 8 8 8 8 8 8 8 8 8 8
a (mm) 533 550 533 533 533 625 533 625 533 533
b (mm) 609.5 700 609.5 609.5 609.5 712.5 609.5 700 609.5 609.5
A(L) A(U) (mm2) (mm2) 4 4 4 10 4 4 4 4 4 4 4 10 4 4 5 5 4 4 4 4 4 4 4 4 4 4 4 5 4 4 4 3 4 4 4 3 4 4 4 4 3 2 3 3 3 2 3 2 3 3 3 9 3 3 3 9 3 4 3 3 3 3 3 10 3 3 3 3 3 3 3 10 3 3 3 5 3 3 3 3 390 753 390 390 390 753 390 390 390 390 1160 1160 1160 1160 1160 1160 1160 1160 1160 1160
binh (kg) 517 2344 517 517 517 2513 517 913 517 517
tang cung Base mw nozz accessary (kg) frame 119 766 119 119 119 776 119 195 119 119 63 63 63 63 63 63 63 63 63 63 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 53 144 53 53 53 148 53 77 53 53
dry 792 3357 792 792 792 3541 792 1289 792 792
specific gravity 0.99 0.91 0.781 1.02 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 2 12.63 2 4.6 2 2 1980 9873.5 1562 2040 1980 11493.3 2040 4590.8 1560 2600 2772 13231 2354 2832 2772 15034 2832 5879 2352 3392 3013 15379 3013 3013 3013 17471 3013 6422 3013 3013

Rectangular Tank Calculation

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Rectangular Tank Calculation Sheet

TANK CALCULATION SHEET

1760 mm 1219 mm 1066 mm

II. DESIGN Page 1 of 28

0.39 kN/m 4.18 kN/m

4 46.38 mm 4 0.0046 cm 4 13.7 cm

4 494.69 mm 4 0.0495 cm 4 13.7 cm

II.1.4 Vertical Stiffener

0.39 kN/m 4.18 kN/m

4 27.12 mm 4 0.0027 cm 4 13.7 cm

II.2.3 Horizontal Stiffener

1.299454 1.5 111 116 120 2.6 4.1

m2 kPa kg kg kg kPa kPa

533 mm 609.5 mm 0.87 0.0332 0.2297 1.75 mm 6.00 mm 0.44 mm