Rectangular Tank_Design Exel

EQUIPMENT : RECTANGULAR TANK FOR DIRECT

ORIENTAL MANUFACTURERS

DOCUMENT NO. : OMPL-DC-204 COVER PAGE

1 1 30-Apr-15 CHKD. APPD. SNS CP

P.O. NO.

:

4608183-000/7.12.050/I06

CUSTOMER

:

AIR LIQUIDE GODREJ

EQUIPMENT

:

RECTANGULAR TANK FOR DIRECT COOILNG WATER

JOB NO.

:

V-505

MFR'S SERIAL NO.

:

001345

TOTAL PAGES (INCL. THIS PAGE)

:

11

MECHANICAL DESIGN CALCULATIONS FOR RECTANGULAR TANK FOR DIRECT COOILNG WATER

Tag No.: 105F06 DOCUMENT NO. : OMPL-DC-204 REVISION NO. OF THIS SHEET INDICATES REVISION NO. OF ENTIRE DOCUMENT

1 0

30-Apr-15 18-Mar-15

ISSUE FOR APPROVAL ISSUE FOR APPROVAL

SNS SNS

CP CP

REV.

DATE

CONTENT

CHKD

APPD

Rectangular Tank Calculation Sheet

RECTANGULAR TANK CALCULATION SHEET FOR TAG 104F04 I. DESIGN PARAMETERS: - Code Design

: API 650 & Roark's Formulas Pd :

- Design pressure

2169.5 = 21.28 : 100 : ATM : 50 C.A : 0 : 1.00 : 0.85 : 1.00 E : 2.74*E+7 = 188916350

- Design temperature - Operating pressure - Operating temperature - Corrosion Allowance - Liquid Specific Gravity - Joint Efficiency - Elastic Modulus

MATERIAL SPECIFICATION: - Shell, Roof & Bottom

kg/m2 kPa o C

(Annexure-1)

C mm o

(For Shell) (For Roof & Bottom) psi kPa

- Nozzle Neck - Flange - Pipe Fittings - Bolts & Nuts - Stiffeners

: : SS 304L Sa : 16700.1 psi = 115143 kPa Sb : 11022.066 psi = 75994.47 kPa : A 182 F 304L : A 182 F 304L : A 312 TP 304L : A 193 Gr B7 / A 194 Gr. 2H : SS 304L

TANK GEOMETRY: - Height - Length - Width

H: L: W:

- Allowable Stress

Height (H)

- Allowable Bending Stress

Width (W)

Page 2 of 40

1500 mm 1600 mm 1400 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

Height (H)

a

a

b

Length (L)

Vertical length without reinforced Horizontal length without reinforced Ratio, α β Required thickness

a: b: a/b : = =

500 mm 533 mm 0.94 0.0444 0.2874

(Formula No.-3 of Ch. 13 -Design Of Rectangular Tank)

tr = Sqrt(β*Pd*b2)/Sb) + C.A Adopted thickness Maximum deflection Ymax = α*Pd*b4/(E*ta3)

Stiffeners

= ta :

4.78 mm 6.00 mm (Formula No.-4 of Ch. 13 -Design Of Rectangular Tank) = 1.87 mm

Ymax

1/2 ta < (Last para. Of Design Procedure w/o stiffner, Ch. 13 -Design Of Rectangular Tank) 1.87mm < 3mm Therefore, adopted thickness is satisfactory

II.1.2 Top Edge Stiffener Ref: Formula No.-12 & 14 of Ch. 13 -Design Of Rectangular Tank R1 = 0.03*Pd*a

=

0.32 kN/m

R2 = 0.32*Pd*a

=

3.40 kN/m

Moment inertia required: (Ref: Formula No.-9 of Ch. 13 -Design Of Rectangular Tank ) Jmin = R1*b4/(192*E*ta) = 118.64 mm4 Moment inertia of used stiffener (angle 50x50x6): Jx = Jy

=

0.0119 cm4

=

12.8 cm4

Therefore, Top edge stiffener is satisfactory II.1.3 Horizontal Stiffener Moment inertia required: (Ref: Formula No.-9 of Ch. 13 -Design Of Rectangular Tank ) Jmin = R2*b4/(192*E*ta) = 1265.55 mm4 Moment inertia of used stiffener (angle 50x50x6): Jx = Jy

=

0.1266 cm4

=

12.8 cm4

Therefore, Horizontal stiffener is satisfactory

Page 3 of 40

Rectangular Tank Calculation Sheet II.1.4 Vertical Stiffener 288.70 mm

Maximum bending moment at Hy = 0.5774*amax = (Pg. 272 Adding vertical stiffner - Dist. For maxmium bending moment)

Maximum bending moment: (Ref: Formula No.-16 of Ch. 13 -Design Of Rectangular Tank ) Mmax = 0.0642*Pd*b*Hy2 = 0.06 kNm Required section modulus: Zr = Mmax/Sa

= =

Section modulus of used stiffener (angle 50x50x6): Z Therefore, Vertical stiffener is satisfactory

5.27E-07 mm3 0.53 cm3 3.61 cm3

=

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)

a

a

Height (H)

a

a

b b b b

Width (W)

Vertical length without reinforced Horizontal length without reinforced Ratio, α β

Stiffeners

a: b: a/b : = =

750 mm 467 mm 1.61 0.0906 0.5172

Required thickness (Formula No.-3 of Ch. 13 -Design Of Rectangular Tank) tr = Sqrt(β*Pd*b2)/Sb) + C.A = 5.62 mm ta : Adopted thickness 6.00 mm Maximum deflection Ymax = α*Pd*b4/(E*ta3)

(Formula No.-4 of Ch. 13 -Design Of Rectangular Tank) = 2.24 mm

Ymax

1/2 ta < (Last para. Of Design Procedure w/o stiffner, Ch. 13 -Design Of Rectangular Tank) 2.24mm < 3mm Therefore, adopted thickness is satisfactory

II.2.2 Top Edge Stiffener Ref: Formula No.-12 & 14 of Ch. 13 -Design Of Rectangular Tank R1 = 0.03*Pd*a

=

0.48 kN/m

R2 = 0.32*Pd*a

=

5.11 kN/m

Moment inertia required: (Ref: Formula No.-9 of Ch. 13 -Design Of Rectangular Tank ) Jmin = R1*b4/(192*E*ta) = 104.32 mm4 Moment inertia of used stiffener (angle 50x50x6): Jx = Jy

=

0.0104 cm4

=

12.8 cm4

Therefore, Top edge stiffener is satisfactory

Page 4 of 40

Rectangular Tank Calculation Sheet

Page 5 of 40

Rectangular Tank Calculation Sheet II.2.3 Horizontal Stiffener Moment inertia required: (Ref: Formula No.-9 of Ch. 13 -Design Of Rectangular Tank ) Jmin = R2*b4/(192*E*ta) = 1112.76 mm4 Moment inertia of used stiffener (angle 50x50x6): Jx = Jy

=

0.1113 cm4

=

12.8 cm4

Therefore, Horizontal stiffener is satisfactory II.2.4 Vertical Stiffener Maximum bending moment at Hy = 0.5773*amax = (Pg. 272 Adding vertical stiffner - Dist. For maxmium bending moment)

432.98 mm

Maximum bending moment:(Ref: Formula No.-16 of Ch. 13 -Design Of Rectangular Tank ) Mmax = 0.0641*Pd*b*Hy2 = 0.12 kNm Required section modulus: Zr = Mmax/Sa Section modulus of used stiffener (angle 50x50x6): Z Therefore, Vertical stiffener is satisfactory

= =

1.04E-06 m3 1.04 cm3

=

3.61 cm3

II.3 Roof Plate Calculation b

a

Width

(W )

a

b

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

Stiffeners

= = = = = = =

2.24 1.5 156 100 100 1.6 3.1

m2 kPa kg kg kg kPa kPa

a: 700 mm b : 533.333333 mm a/b : 1.31 = 0.0703 = 0.4194

Required thickness: (Formula No.-3 of Ch. 13 -Design Of Rectangular Tank) tr = Sqrt(β*Pd*b2)/Sb) + C.A = 2.19 mm ta : Adopted thickness 6.00 mm Maximum deflection: (Formula No.-4 of Ch. 13 -Design Of Rectangular Tank) Ymax = α*Pd*b4/(E*ta3) = 0.43 mm Ymax

1/2 ta < (Last para. Of Design Procedure w/o stiffner, Ch. 13 -Design Of Rectangular Tank) 0.43mm < 3mm Therefore, adopted thickness is satisfactory

Page 6 of 40

Rectangular Tank Calculation Sheet II.4 Bottom Plate Calculation

a

a

W idth(W )

a

a

b b b b

Length (L)

Distance without reinforced in width Distance without reinforced in length Ratio, α β Required thickness: tr = Sqrt(β*Pd*b2)/Sb) + C.A

Stiffeners

a: b: a/b : = =

700.000 mm 533.333 mm 1.31 0.0703 0.4194

= 5.78 mm ta : Adopted thickness 6.00 mm Maximum deflection: (Formula No.-4 of Ch. 13 -Design Of Rectangular Tank) Ymax = α*Pd*b4/(E*ta3) = 2.96 mm Ymax

1/2 ta < (Last para. Of Design Procedure w/o stiffner, Ch. 13 -Design Of Rectangular Tank) 2.96mm < 3mm Therefore, adopted thickness is satisfactory

Page 7 of 40

Rectangular Tank Calculation Sheet

RECTANGULAR TANK CALCULATION SHEET I. DESIGN PARAMETERS: - Code Design

: API 650 & Roark's Formulas Pd : Full water + 5 kPag = 16.77 kPa : 10 oC / AMB : ATM : 50 oC C.A : 0 mm : 0.99 : 0.85 (For Shell) : 1.00 (For Roof & Bottom) E : 2.74*E+7 psi = 199947962 kPa retangular : : SS 316L Sa : 16700.1 psi

- Design pressure - Design temperature - Operating pressure - Operating temperature - Corrosion Allowance - Liquid Specific Gravity - Joint Efficiency - Elastic Modulus

MATERIAL SPECIFICATION: - Shell, Roof & Bottom - Allowable Stress

= : : : : :

- Nozzle Neck - Flange - Pipe Fittings - Bolts & Nuts - Stiffeners TANK GEOMETRY: - Height - Length - Width

115143 kPa A 182 F 316L A 182 F 316L A 312 TP 316L A 193 Gr B7 / A 194 Gr 2 SS 316L

Height (H)

H: L: W:

Width (W)

Page 8 of 40

1200 mm 1100 mm 1000 mm

Rectangular Tank Calculation Sheet

Page 9 of 40

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

Height (H)

a

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 : = =

600 mm 550 mm 1.09 0.0522 0.3278

= ta :

3.80 mm 6.00 mm

=

1.86 mm

II.1.2 Top Edge Stiffener R1 = 0.03*Pd*a

=

0.30 kN/m

R2 = 0.32*Pd*a

=

3.22 kN/m

Adopted thickness Maximum deflection Ymax = α*Pd*b4/(E*ta3) Ymax

1/2 ta

< 1.86mm < 3mm Therefore, adopted thickness is satisfactory

Moment inertia required: Jmin = R1*b4/(192*E*ta)

= =

Moment inertia of used stiffener (angle 50x50x8): Jx = Jy = Therefore, Top edge stiffener is satisfactory II.1.3 Horizontal Stiffener Moment inertia required: Jmin = R2*b4/(192*E*ta)

= =

Moment inertia of used stiffener (angle 50x50x8): Jx = Jy = Therefore, Horizontal stiffener is satisfactory

Page 10 of 40

119.93 mm4 0.0120 cm4 16.3 cm4

1279.29 mm4 0.1279 cm4 16.3 cm4

Rectangular Tank Calculation Sheet

Page 11 of 40

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

=

0.07 kNm

= =

6.16E-07 mm3 0.62 cm3

Required section modulus: Zr = Mmax/Sa

346.38 mm

Section modulus of used stiffener (angle 50x50x8): Z = Therefore, Vertical stiffener is satisfactory

4.68 cm3

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)

a

a

Height (H)

a

a

b b b 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 : = =

600 mm 500 mm 1.20 0.062 0.376

= ta :

3.70 mm 6.00 mm

=

1.50 mm

II.2.2 Top Edge Stiffener R1 = 0.03*Pd*a

=

0.30 kN/m

R2 = 0.32*Pd*a

=

3.22 kN/m

Adopted thickness Maximum deflection Ymax = α*Pd*b4/(E*ta3) Ymax

1/2 ta

< 1.5mm < 3mm Therefore, adopted thickness is satisfactory

Moment inertia required: Jmin = R1*b4/(192*E*ta)

= =

Moment inertia of used stiffener (angle 50x50x8): Jx = Jy = Therefore, Top edge stiffener is satisfactory

Page 12 of 40

81.92 mm4 0.0082 cm4 16.3 cm4

Rectangular Tank Calculation Sheet

II.2.3 Horizontal Stiffener Moment inertia required: Jmin = R2*b4/(192*E*ta)

= =

873.77 mm4 0.0874 cm4

Moment inertia of used stiffener (angle 50x50x8): Jx = Jy = Therefore, Horizontal stiffener is satisfactory

16.3 cm4

II.2.4 Vertical Stiffener Maximum bending moment at Hy = 0.5773*amax

=

Maximum bending moment: Mmax = 0.0641*Pd*b*Hy2

=

0.06 kNm

= =

5.60E-07 mm3 0.56 cm3

Required section modulus: Zr = Mmax/Sa

346.38 mm

Section modulus of used stiffener (angle 50x50x8): Z = Therefore, Vertical stiffener is satisfactory

4.68 cm3

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 Adopted thickness Maximum deflection: Ymax = α*Pd*b4/(E*ta3)

= = = = = = =

1.1 1.5 102 100 100 2.7 4.2

m2 kPa kg kg kg kPa kPa

a: b: a/b : = =

500 mm 550 mm 0.91 0.0444 0.2874

= ta :

1.78 mm 6.00 mm

=

0.39 mm

Page 13 of 40

Assumed Assumed Assumed

Rectangular Tank Calculation Sheet Ymax

1/2 ta < 0.39mm < 3mm Therefore, adopted thickness is satisfactory

Page 14 of 40

Rectangular Tank Calculation Sheet II.4 Bottom Plate Calculation

a

a

W idth(W )

a

a

b b b 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 : = =

500 mm 550 mm 0.91 0.0444 0.2874

= ta :

3.56 mm 6.00 mm

=

1.58 mm

Adopted thickness Maximum deflection: Ymax = α*Pd*b4/(E*ta3) Ymax

1/2 ta < 1.58mm < 3mm Therefore, adopted thickness is satisfactory

Page 15 of 40

Rectangular Tank Calculation Sheet

Page 16 of 40

Rectangular Tank Calculation Sheet

TANK CALCULATION SHEET I. DESIGN PARAMETERS: - Code Design

: API 650 & Roark's Formulas Pd : Full water + 5 kPag = 24.62 kPa : 60 oC / 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

- Design pressure - Design temperature - Operating pressure - Operating temperature - Corrosion Allowance - Liquid Specific Gravity - Joint Efficiency - Elastic Modulus

MATERIAL SPECIFICATION: - Shell, Roof & Bottom - Allowable Stress

= : : : : :

- Nozzle Neck - Flange - Pipe Fittings - Bolts & Nuts - Stiffeners TANK GEOMETRY: - Height - Length - Width

115142 kPa A 182 F 316L A 182 F 316L A 312 TP 316L A 193 Gr B8M / A 194 Gr 8M SS 316L

Height (H)

H: L: W:

Width (W)

Page 17 of 40

2000 mm 5700 mm 1250 mm

Rectangular Tank Calculation Sheet

Page 18 of 40

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

Height (H)

a

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

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)

= =

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)

= =

Moment inertia of used stiffener (angle 65x65x6): Jx = Jy = Therefore, Horizontal stiffener is satisfactory

Page 19 of 40

257.95 mm4 0.0258 cm4 29.4 cm4

2751.49 mm4 0.2751 cm4 29.4 cm4

Rectangular Tank Calculation Sheet

Page 20 of 40

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

=

0.15 kNm

= =

1.29E-06 mm3 1.29 cm3

Required section modulus: Zr = Mmax/Sa

384.87 mm

Section modulus of used stiffener (angle 65x65x6): Z = Therefore, Vertical stiffener is satisfactory

6.26 cm3

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)

a

a

Height (H)

a

a

b b b 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

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)

= =

Moment inertia of used stiffener (angle 65x65x6): Jx = Jy = Therefore, Top edge stiffener is satisfactory

Page 21 of 40

244.64 mm4 0.0245 cm4 29.4 cm4

Rectangular Tank Calculation Sheet

II.2.3 Horizontal Stiffener Moment inertia required: Jmin = R2*b4/(192*E*ta)

= =

2609.51 mm4 0.2610 cm4

Moment inertia of used stiffener (angle 65x65x6): Jx = Jy = Therefore, Horizontal stiffener is satisfactory

29.4 cm4

II.2.4 Vertical Stiffener Maximum bending moment at Hy = 0.5773*amax

=

Maximum bending moment: Mmax = 0.0641*Pd*b*Hy2

=

0.15 kNm

= =

1.27E-06 mm3 1.27 cm3

Required section modulus: Zr = Mmax/Sa

384.87 mm

Section modulus of used stiffener (angle 65x65x6): Z = Therefore, Vertical stiffener is satisfactory

6.26 cm3

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 Adopted thickness Maximum deflection: Ymax = α*Pd*b4/(E*ta3)

= = = = = = =

7.125 1.5 386 116 120 0.9 2.4

m2 kPa kg kg kg kPa 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

Page 22 of 40

Rectangular Tank Calculation Sheet Ymax

1/2 ta < 1.39mm < 3mm Therefore, adopted thickness is satisfactory

Page 23 of 40

Rectangular Tank Calculation Sheet II.4 Bottom Plate Calculation

a

a

W idth(W )

a

a

b b b 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 24 of 40

Rectangular Tank Calculation Sheet

Page 25 of 40

Rectangular Tank Calculation Sheet

TANK CALCULATION SHEET I. DESIGN PARAMETERS: - Code Design

: API 650 & Roark's Formulas Pd : Full water + 5 kPag = 24.62 kPa : 60 oC / 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

- Design pressure - Design temperature - Operating pressure - Operating temperature - Corrosion Allowance - Liquid Specific Gravity - Joint Efficiency - Elastic Modulus

MATERIAL SPECIFICATION: - Shell, Roof & Bottom - Allowable Stress

= : : : : :

- Nozzle Neck - Flange - Pipe Fittings - Bolts & Nuts - Stiffeners TANK GEOMETRY: - Height - Length - Width

115142 kPa A 182 F 316L A 182 F 316L A 312 TP 316L A 193 Gr B8M / A 194 Gr 8M SS 316L

Height (H)

H: L: W:

Width (W)

Page 26 of 40

2000 mm 2100 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

Height (H)

a

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

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

=

121.80 mm4 0.0122 cm4 13.7 cm4

Therefore, Top edge stiffener is satisfactory II.1.3 Horizontal Stiffener Moment inertia required: Jmin = R2*b4/(192*E*ta)

= =

Moment inertia of used stiffener (Flat bar 65x6): Jx = Jy

=

Therefore, Horizontal stiffener is satisfactory

Page 27 of 40

1299.20 mm4 0.1299 cm4 13.7 cm4

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

=

0.07 kNm

= =

6.00E-07 mm3 0.60 cm3

Required section modulus: Zr = Mmax/Sa

288.65 mm

Section modulus of used stiffener (Flat bar 65x6): Z = Therefore, Vertical stiffener is satisfactory

4.2 cm3

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)

a

a

Height (H)

a

a

b b b 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

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): Page 28 of 40

48.32 mm4 0.0048 cm4

Rectangular Tank Calculation Sheet Jx = Jy

=

13.7 cm4

Therefore, Top edge stiffener is satisfactory

II.2.3 Horizontal Stiffener Moment inertia required: Jmin = R2*b4/(192*E*ta)

515.46 mm4 0.0515 cm4

= =

Moment inertia of used stiffener (Flat bar 65x6): Jx = Jy

=

13.7 cm4

II.2.4 Vertical Stiffener Maximum bending moment at Hy = 0.5773*amax

=

288.65 mm

Maximum bending moment: Mmax = 0.0641*Pd*b*Hy2

=

0.05 kNm

= =

4.76E-07 mm3 0.48 cm3

Therefore, Horizontal stiffener is satisfactory

Required section modulus: Zr = Mmax/Sa

Section modulus of used stiffener (Flat bar 65x6): Z = Therefore, Vertical stiffener is satisfactory

4.2 cm3

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 Adopted thickness

= = = = = = =

2.625 1.5 174 116 120 1.5 3.0

m2 kPa kg kg kg kPa kPa

a: b: a/b : = =

1250 mm 700 mm 1.79 0.1011 0.5662

= ta :

2.70 mm 6.00 mm

Page 29 of 40

Rectangular Tank Calculation Sheet Maximum deflection: Ymax = α*Pd*b4/(E*ta3) Ymax

=

1.70 mm

1/2 ta

< 1.7mm < 3mm Therefore, adopted thickness is satisfactory

II.4 Bottom Plate Calculation

a

a

W idth(W )

a

a

b b b 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 30 of 40

Rectangular Tank Calculation Sheet

Page 31 of 40

DESIGN CALCULATION SHEET FOR TAG 104F07 Design Calculation For Top Portion Of The Tank I. Inputs : 1 2 3 4 5 6 7 8 9 10 11

LENGTH OF RECTANGULAR TANK WIDTH OF RECANGULAR TANK HEIGHT OF RECTANGULAR TANK THICKNESS OF MATERIAL USED CORROSION ALLOWANCE APPROXIMATE WEIGHT OF STRUCTURE AND AND NOZZLES MATERAIL OF CONSTRUCTION OF THE TANK DENSITY OF THE MATERIAL OF TANK DENSITY OF THE OPERATING LIQUID ELASTIC MODULUS OF THE MATERIAL YIELD STRESS OF THE MOC

13 ALLOWABLE BENDING STRESS

L W H t c

790 790 595 5 0

mm mm mm mm mm

Ws

400

Kg

-

SA-240 Typ 304L

ρc ρw E Sy σb

8000 1000 19264.00 1757.9

kg/m3 kg/m3 kg/mm2 kg/cm2

1160.2

kg/cm2

Calculation: Rectangular tanks are designed for static head of the liquid. No internal or external pressure is considered. In order to satisfy thickness requireement, external stiffeners are provided so that the tank plates do not buckle under the stress developed due to no liquid head. Total Volume of the tank

V=

L× W × H 371339500 0.37

Empty weight of the tank with 5 mm thickness

We =

275

Weight of the liquid in the tank

Wl =

Total weight of tank with liquid

W=

V x ρw 371 We + Wl + Ws 1074

mm3 m3 kg

kg kg

The Analysis of the tank shell will be done in three parts;1 Thickness requirement for the top of the tank 2 Thickness requirement for the length of the tank This thickness analysis would be followed by the check for structural requirement for stiffener. The structural calculation for the adequacy of the structure for lifting of the tank and for operating condition with full liquid along with adequacy check for the lifting lug shall conclude the calculations.

1 Thickness requirement for the top/base of tank As per Roark's formula for stress and strain ,Seventh Edition, Table 11.4, Page 508, Case No.8 For a rectangular plate with all edges fixed and load distributed uniformly over the entire plate The base of the tank can be assumed too be a plate with uniform loading. Total vertical load on the bottom plate Total area of the bottom plate

Hence the load per unit area of the plkate

Wl = Ab = Ab = Ab =

371 LXW 624100 0.6241

kg

q= q=

Wl/Ab 595 0.000595

a=

L/2 395

mm

W/2 395

mm

mm2 m2

kg/m2 kg/mm2

Divide length in 3 parts and width in 2 parts The maxmium unstiffened length becomes

The maxmium unstiffened width becomes

Hence the ratio of length to width Interpolating the value for a/b = 1.143

b=

a/b =

1.000

ß1 =

0.308

ß2 = α=

0.139 0.014

Hence from this value an as per Roark's equation for stress, as per the case mentioned above, Maximum bending stress at the centre of long edge =

Induced stress at the centre

-ß1qb2/t2

σ=

-1142982.981

kg/m2

-114.2982981

kg/cm2

ß2qb2/t2 514676.547 51.5

kg/m2 kg/cm2

Since the induced stress is less then the allowable stress the provided thickness with the stiffener ring arrangment is accepted. Maximum deflection of the plate

Y=

Considering the allowable deflection as a/324

Yall =

-αqb4/Et3 -0.08

mm

1.22

mm

Since the deflection caused is less than the allowable deflection, design is acceptable.

2 Thickness requirement for the length/width of the tank Since the static pressure increases downwards, more stiffing would be required at the part of the tank. The static pressure along the length is given the relation. Where

Ps =

ρh h:-height of the element ρ:-density of liquid

Hence in the case, for a height of 1200mm, the static pressure increses from 0 kg/m 2 at top to 1200 kg/m2 at the bottom of the tank. Again in the case the length would be divided into 2 parts and height into 2 parts. Thus,the unstiffened length becomes

a= b=

L/2 395.00 H/2 297.5

mm mm

Now for the height, we go as per the following distribution Bottom Section =

1200

kg/m2

As per Roark's formula for stress and strain 7th edition table 11.4, case 8d For a rectangular plate fix on all sides with uniformly decreasing load parallel to side plate. The following value can be tabulated a/b = 1.33 ß1 = 0.513 ß2 =

0.122

ß3 =

0.082

ß4 =

0.126

ß5 = α =

0.178 0.011

Maximum bending stress induced at the vertical centre

σb = -ß1qb2/t2

Maximum bending stress induced at the horizontal centre

σb = -ß5qb2/t3

Section -ß1qb2/t2

Bottom -108.01

kg/cm2

2 2

ß2qb /t

25.73

kg/cm2

-ß3qb2/t2

-17.33

kg/cm2

ß4qb2/t2

26.64

kg/cm2

-37.59 0.02 1.22

kg/cm2 mm mm

-ß5qb /t

2 2

y = αqb /Et L /324 4

3

The Maximum stress generated in the plate

σmax =

108.01

kg/cm2

Design allowable stress

σb =

1160.2

kg/cm2

Since the induced stress in the plate is less than the allowable, the provided thickness and stiffening is safe. Provided plates are safe in deflection check.

Design Calculation For Bottom Portion Of The Tank I. Inputs : 1 2 3 4 5 6 7 8 9 10 11

LENGTH OF RECTANGULAR TANK WIDTH OF RECANGULAR TANK HEIGHT OF RECTANGULAR TANK THICKNESS OF MATERIAL USED CORROSION ALLOWANCE APPROXIMATE WEIGHT OF STRUCTURE AND AND NOZZLES MATERAIL OF CONSTRUCTION OF THE TANK DENSITY OF THE MATERIAL OF TANK DENSITY OF THE OPERATING LIQUID ELASTIC MODULUS OF THE MATERIAL YIELD STRESS OF THE MOC

13 ALLOWABLE BENDING STRESS

L W H t c

790 790 370 5 0

mm mm mm mm mm

Ws

300

Kg

-

SA-240 Typ 304L

ρc ρw E Sy σb

8000 1000 19264.00 1757.9

kg/m3 kg/m3 kg/mm2 kg/cm2

1160.2

kg/cm2

Calculation: Rectangular tanks are designed for static head of the liquid. No internal or external pressure is considered. In order to satisfy thickness requireement, external stiffeners are provided so that the tank plates do not buckle under the stress developed due to no liquid head. Total Volume of the tank

V=

L× W × H 230917000 0.23

Empty weight of the tank with 5 mm thickness

We =

275

Weight of the liquid in the tank

Wl =

Total weight of tank with liquid

W=

V x ρw 231 We + Wl + Ws 833

mm3 m3 kg

kg kg

The Analysis of the tank shell will be done in three parts;1 Thickness requirement for the top of the tank 2 Thickness requirement for the length of the tank This thickness analysis would be followed by the check for structural requirement for stiffener. The structural calculation for the adequacy of the structure for lifting of the tank and for operating condition with full liquid along with adequacy check for the lifting lug shall conclude the calculations.

2 Thickness requirement for the length/width of the tank Since the static pressure increases downwards, more stiffing would be required at the part of the tank. The static pressure along the length is given the relation. Where

Ps =

ρh h:-height of the element ρ:-density of liquid

Hence in the case, for a height of 1200mm, the static pressure increses from 0 kg/m 2 at top to 395 kg/m2 at the bottom of the tank. Again in the case the length would be divided into 2 parts and height into 2 parts. Thus,the unstiffened length becomes

a= b=

L/2 395.00 H/2 370

mm mm

Now for the height, we go as per the following distribution Bottom Section =

1200

kg/m2

As per Roark's formula for stress and strain 7th edition table 11.4, case 8d For a rectangular plate fix on all sides with uniformly decreasing load parallel to side plate. The following value can be tabulated a/b = 1.07 ß1 = 0.264 ß2 =

0.093

ß3 =

0.076

ß4 =

0.089

ß5 = α =

0.161 0.008

Maximum bending stress induced at the vertical centre

σb = -ß1qb2/t2

Maximum bending stress induced at the horizontal centre

σb = -ß5qb2/t3

Section -ß1qb2/t2

Bottom -53.54

kg/cm2

2 2

ß2qb /t

18.87

kg/cm2

-ß3qb2/t2

-15.32

kg/cm2

ß4qb2/t2

17.96

kg/cm2

-32.67 0.02 1.22

kg/cm2 mm mm

-ß5qb /t

2 2

y = αqb /Et L /324 4

3

The Maximum stress generated in the plate

σmax =

53.54

kg/cm2

Design allowable stress

σb =

1160.2

kg/cm2

Since the induced stress in the plate is less than the allowable, the provided thickness and stiffening is safe. Provided plates are safe in deflection check.

WIND LOAD CALCULATION As per IS-875 Part3

Basic wind speed for the site

Vb =

Risk Factor Terrain Fctor Topography Factor Overall height of vessel

k1 = k2 = k3 = H=

Design wind speed

Vz =

The Effective Wind Pressure

Pz =

The area exposed to the wind along length/width Al =

Total wind force acting on along length

Fl =

44 158.4 1.07 1.05 1 1470 k1*k2*k3*Vb

m/sec km/hr

49.4

m/sec

0.6 x Vz2 1466.23

N/m2

L× H 1.176

m2

Al * Pz 1724.29

Total wind force acting on along width

Hence the maximum of the wind load

wind moment

Fw =

Pw =

Mw =

mm

N

Aw * Pz 689.20

N

Fl 1724.29

N

258.4

kg-m

`

SEISMIC LOAD CALCULATION As per 1893 part 4,2005 Total weight of the tank full of liquid Seismic zone as specified by the client

W= Z=

1074 III

Zone Factor as per Annex. A in accordance to Table 2 of IS 1893 Part I

Z=

0.16

Sa/g =

2.5

I=

1.5

R=

3

Ah =

Z/2 × Sa/g R/I 0.10

Spectral acceleration coefficient as in Annex. B : (Max) Importance factor as per Table 2 of IS 1893 Response reduction factor as per table 3 of IS 1893

Hence the horizontal seismic coefficient

Ah =

kg

The total seismic force acting on the vessel

Fs =

W × Ah 107.38 kg

Thus the maximum of wind and seismic

Fh =

max(Pw,Fs) 175.77 kg mm

CG from the bottom of vessel = The vertical effect of wind/ seismic force F

870 = = =

Fh × (CG distance from bottom/ distance between support) 193.6 kg 1898.9 N

ANCHOR CHAIR CALCULATION Anchor Gusset (Pressure Vessel Book, By Bednar) No. Of Gusset Load On Each Gusset Height Of the Gusset Width Of The Gusset Distance Between Gusset Gusset Angle Dimesion a of base plate Force bearing width of base plate

N= f= h= d= b= α= a=

2 949.45 400 350 175 51 235 100

N mm mm mm degree mm mm

(Client to confirm)

MOC of Gusset IS 2062 Gr. B Yield Stress Allowable compressive stress

Yield Stress

Sy =

240 MPa

Allowanle Compressive Strength = 0.45 x Sy

Sa =

108 MPa

MOC of Base plate IS 2062 Gr. B 240 MPa Yield Stress

Fy =

Compressive Strength of the structure (Client To Confirm)

fc =

Provided Bottom Plate Thickness Corroded Bottom Plate Thickness

t= tc =

Required Gusset Thickness =

34809.12 Psi 10 MPa 1450.38 Psi 16 mm 16 mm

f(3d-b) / (Sa*b^2 × sina^2) 0.56

mm

Hence the Provided thickness is Sufficient.

Since the base plate has to accommodate one or more anchor bolt therefore we are analyzing the base plate as a uniformly loaded rectangular plate with one edge free and three supported. when b/d = Therefore ß = Uniform load

0.5 0.12 (From Roark's formula table 11.4 case no. 7d) q=

F/db 0.081

N/mm2

Max. stress to base plate (S) : = ßqb2/tc2 N/mm2 4.64 Which is less than allowable compressive stress 108 N/mm 2 Therefore the provided base plate is safe

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