DESIGN OF STEEL STORAGE TANKS AS PER API-650 (Diameter <=3m) SELF-SUPPORTED CONE ROOF
DESIGN DATA
Service Capacity Type of tank Dia of tank (feet) Height of tank (feet) Slope of roof Slope of bottom
Plate Data
HSD SERVICE 21 KL Self Supported Cone Roof 10.004 9.512 1:5 Flat Bottom
Allowable Design Stress (Sd) PSI Allowable Test Stress (St) PSI Specific Gravity of Liquid (G) Corrosion Allowance (CA) (inches)
23200 24900 0.87 0.118
See Table 3-2 on page 3-7 of API - 650 By Client
Plate width (meter) Plate height (meter) Den. of mat. (Kg/m3) INPUT OUTPUT
SHELL
2.4390 1.2195 7850
Full coarse Full width Full coarse Partial width Partial coarse Full width Partial coarse Partial width
A B C D
Width 1220 1220 461 461
Length 2440 2265 2440 2265
Course # from bottom of tank
Liq. height in tank (H) ft 9.512 5.512 1.512
Height of each Course mm 1219.512 1219.512 460.976
Design shell thickness (td) inches 0.126 0.123 0.119
By one foot method. See sec. 3.6.3.2 on page 3-7 of API - 650 Design shell Hyd. shell thickness thickness (td) (tt) mm inches 3.211 3.112 3.013 0.009 0.005 0.001
Adopted shell thickness (mm) 5 5 5
Recommended by Client Thickness (mm) 5 5 5
1 2 3
Note:
According to sec. 3.6.1.1 min. thk.of tank of dia. <50ft should be 3/16 inches (4.76mm).
Course # from bottom of tank
# of full plates in shell per course 3 3 3
Size of full plate in each course (Width) (Height) mm mm 2440.0 2440.0 2440.0 1220 1220 461
# of partial plates in shell per course 1 1 1
Sise of Shell partial plate (Width) (Height) mm mm 2265.0 2265.0 2265.0 1219.512 1219.512 460.976
Weight of each course Kg 458.79 458.79 173.42
1 2 3
Total wt. of shell plate Kg. BOTTOM PLATE
1091.01
Accordig to sec. 3.4.1 on page 3-5 of API 650, minimum thickness of the bottom plate should be 1/4 inches (6.35 mm) without corrossion allowance, Corrosion Allowance (mm) Thickness of Bottom Plate
Weight of Bottom Plate CURB ANGLE See Section 3.1.5.9 ( e ) of API 650 page 3-4
3 10.0 mm 689.0 Kg
Size of curb angle Weight of Curb Angle
2x2x3/16 36.0 Kg
INTERMEDIATE WIND GIRDER (Using top course thickness) See section 3.9.7.1 on page 3-39 of API 650
Top shell course thickness (t) inches 0.197
By Client Wind velocity
(V) miles/hours 110
Vertical dist. b/w wind girder & curb angle (H1)
feet
Vertical dist. b/w wind girder & curb angle with 12%safety
feet
Min. req. section modulus (Z) inch3
Remarks
CURB ANGLE 2x2x3/16 2x2x1/4 3x3x3/8
Weight 3.75 5.13 11.8
269.430
237.098
not req.
D:\Docstoc\Working\pdf\[1487d1a9-604a-439f-88c0-e8013fc91d1e.xls]TANK DESIGN
DESIGN OF TANK ROOF. ( SELF-SUPPORTED CONE ROOF ) As per API 650 1993 Section 3.10.5 on page 3-45, Min plate thickness should be not less than 3/16" (4.76 mm) without corrosion allowance.
Corrosion Allowance Thickness of Roof Plate Slope of Roof INPUT OUTPUT Radius of Tank ( r ) ft 5.002 Thickness of Roof plate ( t ) ft 0.02547
3.0 mm 8 mm 1:1
Angle (Degree) 44.99 Min. thk Calculated (in) 0.04 Min. thk Calculated (mm) 0.90 Min. Recommended 4.7625 thk (mm)
m See sec. 3.10.5.1 on page 3-45 API 650 r
h
r Total roof load lb/ft2 38.742
Height of roof cone (h) ft 5.002
Slant ht. of roof (m) ft 7.074
Surface area of roof feet2 111.161
Surface area of roof meter2 10.332
Weight of roof plate Kg. 629.777
Weight of roof plate lbs. 1388.659
Unit load of roof lb/ft2 12.492
Live load lb/ft2 25
Over lape of roof 10% 1.249
D:\Docstoc\Working\pdf\[1487d1a9-604a-439f-88c0-e8013fc91d1e.xls]TANK DESIGN
DESIGN OF STEEL STORAGE TANKS AS PER API-650 (Diameter greater than 3m but less than 10m) Supported Cone Roof Without Column
DESIGN DATA
Service Capacity Type of tank Dia of tank (feet) Height of tank (feet) Slope of roof Slope of bottom
Plate Data
HFO 652 m^3 Supported cone roof 32.80 27.22 1:5 1:100.
Allowable Design Stress (Sd) PSI Allowable Test Stress (St) PSI Specific Gravity of Liquid (G) Corrosion Allowance (CA)
23200 24900 0.96 0.118
See Table 3-2 on page 3-7 of API - 650 By Client
Plate width (meter) Plate height (meter) Den. of mat. (Kg/m3) INPUT OUTPUT
2.439 1.2195 7850
Full coarse Full width Full coarse Partial width Partial coarse Full width Partial coarse Partial width
A B C D 1080 540 810
Width 1220 1220 983 983
Length 2439 2148 2439 2148
SHELL
Course # from bottom of tank
Liq. height in tank (H) ft 27.2 23.2 19.2 15.2 11.2 7.2 3.2
Height of each Course mm 1220 1220 1220 1220 1220 1220 983
Design shell thickness (td) inches 0.211 0.197 0.182 0.168 0.154 0.140 0.126
By one foot method. See sec. 3.6.3.2 on page 3-7 of API - 650 Design shell Hyd. shell thickness thickness (td) (tt) mm inches 5.4 5.0 4.6 4.3 3.9 3.6 3.2 0.090 0.076 0.062 0.049 0.035 0.021 0.008
Adopted shell thickness (mm) 7 7 7 7 7 7 7
Selected Min. shell thickness (mm) 10 10 9 9 8 8 7
1 2 3 4 5 6 7
Note:
According to sec. 3.6.1.1 min. thk.of tank of dia. 50ft to <120ft should be 1/4 inches.
Course # from bottom of tank
# of full plates in shell per course 12 12 12 12 12 12 12
Size full plate in each course (Width) (Height) mm mm 2440 2440 2440 2440 2440 2440 2440 1220 1220 1220 1220 1220 1220 983
# of partial plates in shell per course 1 1 1 1 1 1 1
Sise of Shell partial plate (Width) (Height) mm mm 2148 2148 2148 2148 2148 2148 2148 1220 1220 1220 1220 1220 1220 983
Weight of each course Kg 3009 3009 2708 2708 2407 2407 1697
1 2 3 4 5 6 7
Total wt. of shell plate Kg. BOTTOM PLATE
17,944
Weight of Bottom Plate
Accordig to sec. 3.4.1 on page 3-5 of API 650, minimum thickness of the bottom plate should be 1/4 inches without corrossion allowance, so when we add 3mm of corrossion allowance then the bottom plate thickness comes out to be 10 mm. Thickness of Bottom Plate 10 mm 7398 Kg
CURB ANGLE See Section 3.1.5.9 ( e ) of API 650 page 3-4
Size of curb angle
Weight of Curb Angle
2x2x3/16 35.0 Kg
INTERMEDIATE WIND GIRDER (Using top course thickness) See section 3.9.7.1 on page 3-9 of API 650
Top shell course thickness (t) inches 0.276
By Client Wind velocity
(V) miles/hours 110 110
Vertical dist. b/w wind girder & curb angle (H1)
feet
Vertical dist. b/w wind girder & curb angle with 12%safety
feet
Min. req. section modulus (Z) inch3 11.323 11.323
Remarks
105.249 105.249
92.619 92.619
not req. not req.
D:\Docstoc\Working\pdf\[1487d1a9-604a-439f-88c0-e8013fc91d1e.xls]TANK DESIGN
DESIGN OF TANK ROOF. ( SUPPORTED CONE ROOF )
As per API 650 1993 Section 3.10.2 on page 3-41, Min plate thickness should be not less than 3/16" (4.76 mm). Use 8 mm thick plate with corrosion allowance (3mm) . Slope of Roof = 1 : INPUT OUTPUT Radius of Tank ( r ) ft 16.4 Thickness of Roof plate ( t ) ft 0.02625 Height of roof cone (h) ft 3.280 Radius of cone ( r ) ft 16.725 Surface area of cone roof feet2 878.761 Surface area of cone roof meter2 81.681 Weight of roof plate Kg. 5131 Weight of roof plate lbs. 11314 Unit load of roof lb/ft2 12.875 Live load lb/ft2 25 5 m h
r Over lape of roof 10% 1.287
r Total roof load lb/ft2 39.162
D:\Docstoc\Working\pdf\[1487d1a9-604a-439f-88c0-e8013fc91d1e.xls]TANK DESIGN
RAFTER DESIGN
NUMBER OF RAFTERS
See sec. 3.10.4.5 on page 3-45 of API - 650
INPUT OUTPUT Note : For the Tanks upto 10 m Dia there should be one ring of Rafters. For the Tanks Dia greater than 10m but less than 20 m there should be two rings of Rafters. Inner Ring's Dia is 2/3 of the Outer Ring Dia. For the Tanks Dia greater than 20m but less than 35 m there should be three rings of Rafters. Intermediate Ring's Dia is 2/3 of the Outer Ring's Dia & Inner Ring's Dia is 1/2 of the Intermediate Ring's Dia.
Circumferencial Length (L) ft 103.0442
Min Spacing of Rafters (s) ft 6.2832
Min No of Rafters # 16.4
Actual No of Rafters # 17
DESIGN OF RAFTERS Rafters are fixed at one end (Shell)and free but guided at the other end. Uniform load over entire span. INPUT OUTPUT
Length of Rafters ft 16.400 SELECTED SECTION
Area m2 4.805
No. of Rafter selected # 17
Weight on each Rafter lbs 2024.378
Distri-Load on Rafter lbs/in 10.286
Allowable stress for bending PSI 18000
Allowable stress Bending Moment for bending N/m2 lbs-in 124020000 66399.610
Section Modulus in3 3.689
Section Modulus cm3 60.461
Use Menu Control A - Rafter - Selection of Section I-160
17.90 175.60 N/m 116.93 548.75 N-m 4.42 cm^3 Total weight of Rafter (outer)(Kg) 1522
Weight / Length Load Section Modulus Second Moment of Area Bending Moment Section Modulus Due to the Section Total Section Modulus Remarks Actual Stress in Rafter Remarks Max. Allowable deflection Max. Deflection at free end
4.42 cm^3 Safe 9307.10 PSI Safe 13.89 mm #DIV/0!
Remarks
#DIV/0!
DESIGN OF STEEL STORAGE TANKS AS PER API-650 (Diameter greater than 3m but less than 10m) Supported Cone Roof With Column
DESIGN DATA
Service Capacity Type of tank Dia of tank (feet) Height of tank (feet) Slope of roof Slope of bottom
Plate Data
HFO 652 m^3 Supported cone roof 32.80 27.22 1:5 1:100.
Allowable Design Stress (Sd) PSI Allowable Test Stress (St) PSI Specific Gravity of Liquid (G) Corrosion Allowance (CA)
23200 24900 0.96 0.118
See Table 3-2 on page 3-7 of API - 650 By Client
Plate width (meter) Plate height (meter) Den. of mat. (Kg/m3) INPUT OUTPUT
SHELL
2.439 1.2195 7850
Full coarse Full width Full coarse Partial width Partial coarse Full width Partial coarse Partial width
A B C D 1080 540 810
Width 1220 1220 983 983
Length 2439 2148 2439 2148
Course # from bottom of tank
Liq. height in tank (H) ft 27.2 23.2 19.2 15.2 11.2 7.2 3.2
Height of each Course mm 1220 1220 1220 1220 1220 1220 983
Design shell thickness (td) inches 0.211 0.183 0.118 0.118 0.118 0.118 0.119
By one foot method. See sec. 3.6.3.2 on page 3-7 of API - 650 Design shell Hyd. shell thickness thickness (td) (tt) mm inches 5.4 4.7 3.0 3.0 3.0 3.0 3.0 0.090 0.076 0.062 0.049 0.035 0.021 0.008
Adopted shell thickness (mm) 7 7 7 7 7 7 7
Selected Min. shell thickness (mm) 7 7 7 7 7 7 7
1 2 3 4 5 6 7
Note:
According to sec. 3.6.1.1 min. thk.of tank of dia. 50ft to <120ft should be 1/4 inches.
Course # from bottom of tank
# of full plates in shell per course 12 12 12 12 12 12 12
Size full plate in each course (Width) (Height) mm mm 2439 2439 2439 2439 2439 2439 2439 1220 1220 1220 1220 1220 1220 983
# of partial plates in shell per course 1 1 1 1 1 1 1
Sise of Shell partial plate (Width) (Height) mm mm 2148 2148 2148 2148 2148 2148 2148 1220 1220 1220 1220 1220 1220 983
Weight of each course Kg 2105 2105 2105 2105 2105 2105 1697 12.88052988 12.88052988 12.88052988 12.88052988 12.88052988 12.88052988 12.88052988 12.88052988 12.88052988 12.88052988 12.88052988 12.88052988 12.88052988
1 2 3 4 5 6 7
```
Total wt. of shell plate Kg. BOTTOM PLATE
14,328
Accordig to sec. 3.4.1 on page 3-5 of API 650, minimum thickness of the bottom plate should be 1/4 inches without corrossion allowance, so when we add 3mm of corrossion allowance then the bottom plate thickness comes out to be 10 mm. Thickness of Bottom Plate 10 mm Weight of Bottom Plate 7398 Kg
CURB ANGLE See Section 3.1.5.9 ( e ) of API 650 page 3-4
Size of curb angle
Weight of Curb Angle
2x2x3/16 35.0 Kg
INTERMEDIATE WIND GIRDER (Using top course thickness) See section 3.9.7.1 on page 3-9 of API 650
Top shell course thickness (t) inches 0.276 0.276
By Client Wind velocity
(V) miles/hours 110 110
Vertical dist. b/w wind girder & curb angle (H1)
feet
Vertical dist. b/w wind girder & curb angle with 12%safety
feet
Min. req. section modulus (Z) inch3 11.323 22.646
Remarks
105.249 210.497
92.619 185.237
not req. not req.
D:\Docstoc\Working\pdf\[1487d1a9-604a-439f-88c0-e8013fc91d1e.xls]TANK DESIGN
DESIGN OF TANK ROOF. ( SUPPORTED CONE ROOF ) As per API 650 1993 Section 3.10.2 on page 3-41, Min plate thickness should be not less than 3/16" (4.76 mm). Use 7 mm thick plate with corrosion allowance (1.5 mm) . Slope of Roof = 1 : INPUT OUTPUT Radius of Tank ( r ) ft 16.4 Thickness of Roof plate ( t ) ft 0.02297 Height of roof cone (h) ft 3.280 Slant ht. of roof (m) ft 16.725 Surface area of roof feet2 861.696 Surface area of roof meter2 80.095 Weight of roof plate Kg. 4402.359 Weight of roof plate lbs. 9707.201 Unit load of roof lb/ft2 11.265 Live load lb/ft2 25 5 m h
r Over lape of roof 10% 1.127
r Total roof load lb/ft2 37.392
NUMBER OF RAFTERS
See sec. 3.10.4.5 on page 3-45 of API - 650
INPUT OUTPUT
Circumferencial Length (L) ft 103.0442
Min Spacing of Rafters (s) ft 6.2832
Min No of Rafters # 16.4
Actual No of Rafters # 17
DESIGN OF RAFTERS INPUT OUTPUT
Length of Rafters ft 16.400
Area m2 4.711
No. of Rafter selected # 17
Weight on each Rafter lbs 1895.313
Distri-Load on Rafter lbs-in 9.631
Allowable stress for bending PSI 18000
Allowable stress Bending Moment for bending N/m2 lbs-in 124020000 46624.712
Section Modulus in3 2.590
Section Modulus cm3 42.454
SELECTED SECTION Weight / Length Load Section Modulus Bending Moment Section Modulus Due to the Section
W 6 x 20
AISC STANDARD
29.75
291.85 N/m
219.63
Total weight of Rafter (Kg)
2529
912.04 N-m 7.35 cm^3
Total Section Modulus 49.81 cm^3 Remarks Safe D:\Docstoc\Working\pdf\[1487d1a9-604a-439f-88c0-e8013fc91d1e.xls]TANK DESIGN CENTER COLUMN DESIGN INPUTS OUTPUTS
Load on rafter lbs. 32220.32943
Total wt. on Center column lbs. 16110.165
Selected Member 3 Pipe Sch 40
Size of Member DN 150
Length of Column (L) feet 30.50
Unit wt. lbs/ft #VALUE!
Misc. wt. lbs. 1102.5
Wt. of Column Lbs #VALUE!
Total Weight lbs. #VALUE!
Outside Diameter (R)inches #VALUE!
Inside Diameter inches #VALUE!
Radius of Gyration (r) inches #VALUE!
Slenderness Ratio L/r #VALUE!
CHECKING OF COLUMN IN COMPRESSION See section 3.10.3.3 on page 3-44 of API - 650
If L/r < 120 then Cma= [1-(L/r)^2/34700](33000/Fs)*Y If 120 < L/r < 131.7 then Cma= {[1-(L/r)^2/34700](33000/Fs)*Y}/[1.6*(L/200*r)] When L/r > 131.7 then Cma= {149000000*Y}/{(L/r)^2[1.6-(L/r*200)] Where Cma= Max. allowable compression, in PSI L = Unbraced length of column, in inches r = Least radius of gyration of column, in inches Y = 1 for structural or tubular section that have t/r value greater than or equal to 0.015 For tubular section that have t/r values < 0.015 Y = {(200/3)(t/R)}{2-(200/3)(t/R)} t/r Cma PSI #VALUE! Cinduced PSI #VALUE! Remarks
Buckling
#VALUE!
#VALUE!
#VALUE!
D:\Docstoc\Working\pdf\[1487d1a9-604a-439f-88c0-e8013fc91d1e.xls]TANK DESIGN
DESIGN OF STEEL STORAGE TANKS AS PER API-650 (Diametet greater than 10 m but less than 20m) Supported Cone Roof With Column
DESIGN DATA
Service Capacity Type of tank Dia of tank (feet) Height of tank (feet) Slope of roof Slope of bottom
Plate Data
HFO 2739 m^3 Supported cone roof 49.20 50.84 1:5 1:100.
Allowable Design Stress (Sd) PSI Allowable Test Stress (St) PSI Specific Gravity of Liquid (G) Corrosion Allowance (CA)
23200 24900 0.96 0.118
See Table 3-2 on page 3-7 of API - 650 By Client
Plate width (meter) Plate height (meter) Den. of mat. (Kg/m3) INPUT OUTPUT
SHELL
2.439 1.2195 7850
Full coarse Full width Full coarse Partial width Partial coarse Full width Partial coarse Partial width
A B C D 1080 540 810
Width 1220 1220 983 983
Length 2439 2148 2439 2148
Course # from bottom of tank
Liq. height in tank (H) ft 50.8 46.8 42.8 38.8 34.8 30.8 26.8 22.8 18.8 14.8 10.8 6.8 2.8
Height of each Course mm 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 866
Design shell thickness (td) inches 0.382 0.361 0.340 0.318 0.297 0.276 0.255 0.234 0.213 0.191 0.170 0.149 0.128
By one foot method. See sec. 3.6.3.2 on page 3-7 of API - 650 Design shell Hyd. shell thickness thickness (td) (tt) mm inches 10.0 10.0 9.0 9.0 8.0 8.0 7.0 6.0 6.0 5.0 5.0 4.0 4.0 0.256 0.235 0.215 0.194 0.174 0.153 0.133 0.112 0.092 0.071 0.051 0.030 0.009
Adopted shell thickness (mm) 10 10 9 9 8 8 7 7 7 7 7 7 7
Selected Min. shell thickness (mm) 10 10 9 9 8 8 7 7 7 7 7 7 7
1 2 3 4 5 6 7 8 9 10 11 12 13
Note:
According to sec. 3.6.1.1 min. thk.of tank of dia. 50ft to <120ft should be 1/4 inches.
Course # from bottom of tank
# of full plates in shell per course 19 19 19 19 19 19 19 19 19 19 19 19
Size full plate in each course (Width) (Height) mm mm 2440 2440 2440 2440 2440 2440 2440 2440 2440 2440 2440 2440 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220
# of partial plates in shell per course 1 1 1 1 1 1 1 1 1 1 1 1
Sise of Shell partial plate (Width) (Height) mm mm 783 783 783 783 783 783 783 783 783 783 783 783 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220
Weight of each course Kg 4513 4513 4062 4062 3610 3610 3159 3159 3159 3159 3159 3159 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482
1 2 3 4 5 6 7 8 9 10 11 12
```
Total wt. of shell plate Kg. BOTTOM PLATE
43,326
Weight of Bottom Plate
Accordig to sec. 3.4.1 on page 3-5 of API 650, minimum thickness of the bottom plate should be 1/4 inches without corrossion allowance, so when we add 3mm of corrossion allowance then the bottom plate thickness comes out to be 10 mm. Thickness of Bottom Plate 10 mm 16647 Kg
CURB ANGLE See Section 3.1.5.9 ( e ) of API 650 page 3-4
Size of curb angle
Weight of Curb Angle
2x2x3/16 69.0 Kg
INTERMEDIATE WIND GIRDER (Using top course thickness) See section 3.9.7.1 on page 3-9 of API 650
Top shell
By Client Wind
Vertical
Vertical
Min. req.
Remarks
course thickness (t) inches 0.276 0.276
velocity
(V) miles/hours 110 110
dist. b/w wind girder & curb angle (H1)
feet
dist. b/w wind girder & curb angle with 12%safety
feet
section modulus (Z) inch3 13.868 13.868 Wind girder req. Wind girder req.
57.290 57.290
50.415 50.415
D:\Docstoc\Working\pdf\[1487d1a9-604a-439f-88c0-e8013fc91d1e.xls]TANK DESIGN DESIGN OF TANK ROOF. ( SUPPORTED CONE ROOF ) As per API 650 1993 Section 3.10.2 on page 3-41, Min plate thickness should be not less than 3/16" (4.76 mm). Use 8 mm thick plate with corrosion allowance (3mm) . Slope of Roof = 1 : INPUT OUTPUT Radius of Tank ( r ) ft 24.6 Thickness of Roof plate ( t ) ft 0.02625 Height of roof cone (h) ft 4.920 Radius of cone ( r ) ft 25.087 Surface area of cone roof feet2 1977.213 Surface area of cone roof meter2 183.783 Weight of roof plate Kg. 11544.5 Weight of roof plate lbs. 25455.707 Unit load of roof lb/ft2 12.875 Live load lb/ft2 25 5 m h
r Over lape of roof 10% 1.287
r Total roof load lb/ft2 39.162
D:\Docstoc\Working\pdf\[1487d1a9-604a-439f-88c0-e8013fc91d1e.xls]TANK DESIGN
NUMBER OF RAFTERS
See sec. 3.10.4.5 on page 3-45 of API - 650
INPUT OUTPUT Note : For the Tanks upto 10 m Dia there should be one ring of Rafters. For the Tanks Dia greater than 10m but less than 20 m there should be two rings of Rafters. Inner Ring's Dia is 2/3 of the Outer Ring Dia. For the Tanks Dia greater than 20m but less than 35 m there should be three rings of Rafters. Intermediate Ring's Dia is 2/3 of the Outer Ring's Dia & Inner Ring's Dia is 1/2 of the Intermediate Ring's Dia.
Outer Ring Circumference of Tank (L) ft 154.5664
Min Spacing of Rafters (s) ft 6.2832
Min No of Rafters # 24.6
Actual No of Rafters # 28 As per sketch 'A'
Inner Ring Circumferencial Length (L) ft 103.0442
Min Spacing of Rafters (s) ft 5.5000
Min No of Rafters # 18.7353
Actual No of Rafters # 16 As per sketch 'A'
DESIGN OF RAFTERS INPUT OUTPUT
Rafters of Outer Ring (R - 2).
Length of Rafters ft 14.268
Area m2 6.498
No. of Rafter selected # 28
Weight on each Rafter lbs 2737.673
Distri-Load on Rafter lbs-in 15.990
Allowable stress for bending Psi 18000
Allowable stress Bending Moment for bending N/m2 lbs-in 124020000 58591.677
Section Modulus in3 3.255
Section Modulus cm3 53.351
Rafter of Outer Ring (R-2) Weight / Length Load Section Modulus Bending Moment Section Modulus Due to the Section Total Section Modulus Remarks
C 7 x 14.775 21.94
215.24 N/m Total weight of Rafter (outer)(Kg) 2673
127.51
509.11 N-m 4.11 cm^3
57.46 cm^3 Safe
Rafters of Inner Ring (R - 1).
Length of Rafters ft 15.170 SELECTED SECTION Weight / Length Load Section Modulus Bending Moment Section Modulus Due to the Section Total Section Modulus Remarks
Area m2 4.695
No. of Rafter selected # 16
Weight on each Rafter lbs 1978.008
Distri-Load on Rafter lbs-in 10.866
Allowable stress for bending Psi 18000
Allowable stress Bending Moment for bending N/m2 lbs-in 124020000 45009.569
Section Modulus in3 2.501
Section Modulus cm3 40.984
W 10 x 17
AISC STANDARD
25.29
248.08 N/m
265.52
Total weight of Rafter (outer)(Kg)
1872
663.31 N-m 5.35 cm^3
46.33 cm^3 Safe
D:\Docstoc\Working\pdf\[1487d1a9-604a-439f-88c0-e8013fc91d1e.xls]TANK DESIGN
U 50 x 300
INPUT OUTPUT
From Sketch - A it can be seen that Girder G-2 bears Half of the Load of Rafter R-2 & Half of the Rafter R-1. So the Load On Girder G-2 is [( Load of Rafters R-1 x No of Rafters R-1 )/2] + [(Load of Rafters R-2 x No of Rafters R-2)/2]. For Safety we consider that R-1 = R-2 & Load of R-1 = Load of R-2. No of Rafters R-1 # 4 No of Rafters R-2 # 7 Wt on Rafter R-1 lbs 1978.008 Wt on Rafter R-2 lbs 2737.673 Wt on Girder G-1 lbs 13537.87123 Allowable Stress Psi 18000 Allowable Stress N / m² 124020000 Length of Girder G-1 ft 26.24 Dist-Load on Bend-Moment G-1 For G-1 lbs/in lbs-in 42.994 532850.61 Section Modulus in3 29.60 Section Modulus cm3 485.19
SELECTED SECTION
W 6 x 16
AISC STANDARD
Weight / Length Load / Length Section Modulus Bending Moment Section Modulus Due to the Section Total Section Modulus Remarks
23.80
233.48 N/m
Total Weight of Girder (Kg)
762
159.31
1867.86 N-m 15.06 cm^3
500.25 cm^3 Not safe
COLUMN DESIGN
INPUTS OUTPUTS Note:
Load on Column C-2 = Load on Girder + Weight of Girder
COLUMN OF FOUR SIDED POLYGON
Load on
Wt. of
Total wt. on
Selected
Size of
Length of
Unit wt.
Misc.
Total wt.
Outside
Inside
Radius of
Slenderness
Girder G-1 lbs. 13537.87123
Girder G-1 lbs. 419.84
Column C-2 lbs. 13957.71
Member 3 Pipe Sch 40
Member DN 250
Column (L) feet 54.12
lbs/ft #VALUE!
wt. lbs. 330.75
of Column lbs. #VALUE!
Diameter (R)inches #VALUE!
Diameter inches #VALUE!
Gyration (r) inches #VALUE!
Ratio L/r #VALUE!
CHECKING OF COLUMN IN COMPRESSION See section 3.10.3.3 on page 3-44 of API - 650
If L/r < 120 then Cma= [1-(L/r)^2/34700](33000/Fs)*Y If 120 < L/r < 131.7 then Cma= {[1-(L/r)^2/34700](33000/Fs)*Y}/[1.6*(L/200*r)] When L/r > 131.7 then Cma= {149000000*Y}/{(L/r)^2[1.6-(L/r*200)] Where Cma= Max. allowable compression, in PSI L = Unbraced length of column, in inches r = Least radius of gyration of column, in inches Y = 1 for structural or tubular section that have t/r value greater than or equal to 0.015 For tubular section that have t/r values < 0.015 Y = {(200/3)(t/R)}{2-(200/3)(t/R)} t/r Cma PSI #VALUE! Cinduced PSI #VALUE!
Stress Buckling
#VALUE!
#VALUE!
#VALUE!
D:\Docstoc\Working\pdf\[1487d1a9-604a-439f-88c0-e8013fc91d1e.xls]TANK DESIGN
CENTER COLUMN DESIGN
INPUTS OUTPUTS
Load on Inner rafter lbs. 31648.12594
Wt. of inner rafter lbs. 4126.240
Total wt. on Center column lbs. 17887.183
Selected Member 3 Pipe Sch. 40
Size of Member DN 250
Length of Column (L) feet 51.9224
Unit wt. lbs/ft #VALUE!
Misc. wt. lbs. 661.5
Total wt. of Column lbs. #VALUE!
Outside Diameter (R)inches #VALUE!
Inside Diameter inches #VALUE!
Radius of Gyration (r) inches #VALUE!
Slenderness Ratio L/r #VALUE!
CHECKING OF COLUMN IN COMPRESSION See section 3.10.3.3 on page 3-44 of API - 650
If L/r < 120 then Cma= [1-(L/r)^2/34700](33000/Fs)*Y If 120 < L/r < 131.7 then Cma= {[1-(L/r)^2/34700](33000/Fs)*Y}/[1.6*(L/200*r)] When L/r > 131.7 then Cma= {149000000*Y}/{(L/r)^2[1.6-(L/r*200)] Where Cma= Max. allowable compression, in PSI L = Unbraced length of column, in inches r = Least radius of gyration of column, in inches Y = 1 for structural or tubular section that have t/r value greater than or equal to 0.015 For tubular section that have t/r values < 0.015 Y = {(200/3)(t/R)}{2-(200/3)(t/R)} t/r Cma PSI #VALUE! Cinduced PSI #VALUE!
Stress Buckling
#VALUE!
#VALUE!
#VALUE!
DESIGN OF STEEL STORAGE TANKS AS PER API-650 (Diametet greater than 10 m but less than 20m) Supported Cone Roof Without Column
DESIGN DATA
Service Capacity Type of tank Dia of tank (feet) Height of tank (feet) Slope of roof Slope of bottom
Plate Data
HFO 2739 m^3 Supported cone roof 49.20 50.84 1:5 1:100.
Allowable Design Stress (Sd) PSI Allowable Test Stress (St) PSI Specific Gravity of Liquid (G) Corrosion Allowance (CA)
23200 24900 0.96 0.118
See Table 3-2 on page 3-7 of API - 650 By Client
Plate width (meter) Plate height (meter) Den. of mat. (Kg/m3) INPUT OUTPUT
SHELL
2.439 1.2195 7850
Full coarse Full width Full coarse Partial width Partial coarse Full width Partial coarse Partial width
A B C D 1080 540 810
Width 1220 1220 983 983
Length 2439 2148 2439 2148
Course # from bottom of tank
Liq. height in tank (H) ft 50.8 46.8 42.8 38.8 34.8 30.8 26.8 22.8 18.8 14.8 10.8 6.8 2.8
Height of each Course mm 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 866
Design shell thickness (td) inches 0.382 0.361 0.340 0.318 0.297 0.276 0.255 0.234 0.213 0.191 0.170 0.149 0.128
By one foot method. See sec. 3.6.3.2 on page 3-7 of API - 650 Design shell Hyd. shell thickness thickness (td) (tt) mm inches 10.0 10.0 9.0 9.0 8.0 8.0 7.0 6.0 6.0 5.0 5.0 4.0 4.0 0.256 0.235 0.215 0.194 0.174 0.153 0.133 0.112 0.092 0.071 0.051 0.030 0.009
Adopted shell thickness (mm) 10 10 9 9 8 8 7 7 7 7 7 7 7
Selected Min. shell thickness (mm) 10 10 9 9 8 8 7 7 7 7 7 7 7
1 2 3 4 5 6 7 8 9 10 11 12 13
Note:
According to sec. 3.6.1.1 min. thk.of tank of dia. 50ft to <120ft should be 1/4 inches.
Course # from bottom of tank
# of full plates in shell per course 19 19 19 19 19 19 19 19 19 19 19 19
Size full plate in each course (Width) (Height) mm mm 2439 2439 2439 2439 2439 2439 2439 2439 2439 2439 2439 2439 2439 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220
# of partial plates in shell per course 1 1 1 1 1 1 1 1 1 1 1 1
Sise of Shell partial plate (Width) (Height) mm mm 783 783 783 783 783 783 783 783 783 783 783 783 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220
Weight of each course Kg 4511 4511 4060 4060 3609 3609 3158 3158 3158 3158 3158 3158 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482 19.32079482
1 2 3 4 5 6 7 8 9 10 11 12
```
Total wt. of shell plate Kg. BOTTOM PLATE
43,309
Accordig to sec. 3.4.1 on page 3-5 of API 650, minimum thickness of the bottom plate should be 1/4 inches without corrossion allowance,
Weight of Bottom Plate
so when we add 3mm of corrossion allowance then the bottom plate thickness comes out to be 10 mm. Thickness of Bottom Plate 10 mm 16647 Kg
CURB ANGLE See Section 3.1.5.9 ( e ) of API 650 page 3-4
Size of curb angle
Weight of Curb Angle
2x2x3/16 69.0 Kg
INTERMEDIATE WIND GIRDER (Using top course thickness) See section 3.9.7.1 on page 3-9 of API 650
Top shell course thickness (t) inches 0.276 0.276
By Client Wind velocity
(V) miles/hours 110 110
Vertical dist. b/w wind girder & curb angle (H1)
feet
Vertical dist. b/w wind girder & curb angle with 12%safety
feet
Min. req. section modulus (Z) inch3 13.868 13.868
Remarks
57.290 57.290
50.415 50.415
Wind girder req. Wind girder req.
D:\Docstoc\Working\pdf\[1487d1a9-604a-439f-88c0-e8013fc91d1e.xls]TANK DESIGN DESIGN OF TANK ROOF. ( SUPPORTED CONE ROOF ) As per API 650 1993 Section 3.10.2 on page 3-41, Min plate thickness should be not less than 3/16" (4.76 mm). Use 8 mm thick plate with corrosion allowance (3mm) . Slope of Roof = 1 : INPUT OUTPUT Radius of Tank ( r ) ft 24.6 Thickness of Roof plate ( t ) ft 0.02625 Height of roof cone (h) ft 4.920 Radius of cone ( r ) ft 25.087 Surface area of cone roof feet2 1977.213 Surface area of cone roof meter2 183.783 Weight of roof plate Kg. 11544.5 Weight of roof plate lbs. 25455.707 Unit load of roof lb/ft2 12.875 Live load lb/ft2 25 5 m h
r Over lape of roof 10% 1.287
r Total roof load lb/ft2 39.162
D:\Docstoc\Working\pdf\[1487d1a9-604a-439f-88c0-e8013fc91d1e.xls]TANK DESIGN NUMBER OF RAFTERS
See sec. 3.10.4.5 on page 3-45 of API - 650
INPUT OUTPUT Note : For the Tanks Dia greater than 10m but less than 20 m there should be two rings of Rafters.
Circumference of Tank (L) ft 154.5664
Min Spacing of Rafters (s) ft 6.2832
Min No of Rafters # 24.6
Primary No. of Rafters # 13
Secondary No. of Rafters # 13
As per sketch 'A' DESIGN OF RAFTERS INPUT OUTPUT SKETCH A SECONDARY RAFTER Length of Rafters ft 14.268 Area m2 6.498 No. of Rafter selected # 13 Weight on each Rafter lbs 2737.673 Distri-Load on Rafter lbs-in 15.990 Allowable stress for bending Psi 18000 Allowable stress Bending Moment for bending N/m2 lbs-in 124020000 58591.677 Section Modulus in3 3.255 Section Modulus cm3 53.351
Rafter of Outer Ring (R-2) Weight / Length Load Section Modulus Bending Moment Section Modulus Due to the Section Total Section Modulus Remarks
I-220
31.10 305.09 N/m 277.84 721.64 N-m 5.82 cm^3 Total weight of Rafter (outer)(Kg) 1759
59.17 cm^3 Safe
Rafters are fixed at one end (Shell)and free but guided at the other end. Uniform load over entire span. PRIMARY RAFTER Length of Rafters ft 24.600 SELECTED SECTION Area m2 2.000 No. of Rafter selected # 13 Weight on each Rafter lbs 842.641 Distri-Load on Rafter lbs/in 2.854 Allowable stress for bending PSI 18000 Allowable stress Bending Moment for bending N/m2 lbs-in 124020000 41457.928 Section Modulus in3 2.303 Section Modulus cm3 37.750
Use Menu Control A - Rafter - Selection of Section W 10 x 12
AISC STANDARD
Weight / Length Load Section Modulus Second Moment of Area Bending Moment Section Modulus Due to the Section Total Section Modulus Remarks Actual Stress in Rafter Remarks Max. Allowable deflection Max. Deflection at free end Remarks
17.85
175.11 N/m
178.65
Total weight of Rafter (outer)(Kg)
1741
53.8 1231.26 N-m 9.93 cm^3
9.93 cm^3 Safe 3803.48 PSI Safe 20.83 mm 26.09 mm Not Safe
12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805 12.8805
CURB ANGLE 2x2x3/16 2x2x1/4 3x3x3/8
Weight 1.107 1.447 3.265
#VALUE! #VALUE! #VALUE!
{menucall main} Dia<=3m 3