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 Plate width (meter) Plate height (meter) Den. of mat. (Kg/m 3)
HSD SERVICE Allowable Design Stress (Sd) PSI 21 KL Allowable Test Stress (St) PSI Self Supported Cone Roof Specific Gravity of Liquid (G) 10.004 Corrosion Allowance (CA) (inches) 9.512 1:5 Flat Bottom
2.4390 1.2195 7850
23200
24900 0.87 0.118
See Table 3-2 on page 3-7 of API - 650 By Client
Width
Length
Full coarse Full width
A
1220
2440
Full coarse Partial width
B
1220
2265
Partial coarse Full width
C
461
2440
Partial coarse Partial width
D
461
2265
INPUT OUTPUT SHELL
Course # from bottom of tank
1 2 3
Note:
Liq. height in tank (H) ft 9.512 5.512 1.512
By one foot method. See sec. 3.6.3.2 on page 3-7 of API - 650 Height of Design shellDesign shell Hyd. shell each Course thickness thickness thickness (td) (td) (tt) mm inches mm inches 1219.512 1219.512 460.976
0.126 0.123 0.119
3.211 3.112 3.013
0.009 0.005 0.001
Adopted shell thickness (mm)
Recommended by Client Thickness (mm)
5 5 5
5 5 5
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
1 2 3
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
Weight of each course Kg
2265.0 2265.0 2265.0
458.79 458.79 173.42
1219.512 1219.512 460.976
Total wt. of shell plate Kg.
1091.01
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 (6.35 mm) without corrossion allowance, Corrosion Allowance (mm) Thickness of Bottom Plate Weight of Bottom Plate
3 10.0 mm 689.0 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 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
By Client Wind velocity
(V) miles/hours
Vertical Vertical Min. req. dist. b/w dist. b/w section wind girder wind girder modulus & curb angle & curb angle (H1) with 12%safety (Z) feet feet inch3
Remarks
CURB ANGLEWeight 2x2x3/16 3.75 2x2x1/4 5.13 3x3x3/8 11.8
0.197
110
269.430
237.098
not req.
\\vboxsrv\conversion_tmp\scratch_6\[227940844.xls.ms_office.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
3.0 mm 8 mm 1:5
INPUT OUTPUT
Angle (Degree)11.31 Min. thk Calculated 0.13(in) Min. thk Calculated 3.24(mm) Min. Recommended 4.7625 See sec. 3.10.5.1 on page 3-45 thk (mm) API 650
m
h
r
Radius of Tank ( r ) ft
Thickness of Roof plate ( t ) ft
Height of roof cone (h) ft
5.002
0.02547
1.000
Slant ht. Surface areaSurface area of roof of roof of roof (m) ft feet2 meter2 5.101
80.159
7.451
Weight of roof plate Kg.
Weight of roof plate lbs.
454.139
1001.376
Unit load Live load Over lape Total roof of roof of roof load lb/ft2 lb/ft2 10% lb/ft2 12.492
20
1.249
\\vboxsrv\conversion_tmp\scratch_6\[227940844.xls.ms_office.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 Plate width (meter) Plate height (meter) Den. of mat. (Kg/m 3)
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
Full coarse Full width Full coarse Partial width Partial coarse Full width Partial coarse Partial width
2.439 1.2195 7850
1080 540 810
Course # from bottom of tank
1 2 3 4 5 6 7
Note:
By Client
A B C D
INPUT OUTPUT SHELL
Liq. height in tank (H) ft 27.2 23.2 19.2 15.2 11.2 7.2 3.2
By one foot method. See sec. 3.6.3.2 on page 3-7 of API - 650 Height of Design shellDesign shell Hyd. shell each Course thickness thickness thickness (td) (td) (tt) mm inches mm inches 1220 1220 1220 1220 1220 1220 983
0.211 0.197 0.182 0.168 0.154 0.140 0.126
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
Selected Min. shell thickness
(mm)
(mm)
7 7 7 7 7 7 7
10 10 9 9 8 8 7
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
1 2 3
12 12 12
Size full plate in each course (Width) (Height) mm mm 2440 2440 2440
1220 1220 1220
# of partial plates in shell per course
(Width) mm
1 1 1
2148 2148 2148
Sise of Shell partial plate (Height) mm 1220 1220 1220
Weight of each course Kg 3009 3009 2708
r
Width 1220 1220 983 983
Length 2439 2148 2439 2148
33.742
4 5 6 7
12 12 12 12
2440 2440 2440 2440
1220 1220 1220 983
1 1 1 1
2148 2148 2148 2148
1220 1220 1220 983
Total wt. of shell plate Kg.
2708 2407 2407 1697
17,944
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 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
By Client Wind velocity
(t) inches
(V) miles/hours
0.276
110 110
Vertical Vertical Min. req. dist. b/w dist. b/w section wind girder wind girder modulus & curb angle & curb angle (H1) with 12%safety (Z) feet feet inch3 105.249 105.249
92.619 92.619
11.323 11.323
Remarks
not req. not req.
\\vboxsrv\conversion_tmp\scratch_6\[227940844.xls.ms_office.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 :
5
m
INPUT OUTPUT
r
Radius of Tank ( r ) ft
Thickness of Roof plate ( t ) ft
Height of roof cone (h) ft
16.4
0.02625
3.280
Radius of Surface areaSurface area cone of cone roof of cone roof ( r ) ft feet2 meter2 16.725
878.761
81.681
Weight of roof plate Kg.
Weight of roof plate lbs.
5131
11314
12.875
25
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.
CircumferencialMin Spacing Length of Rafters (L) ft (s) ft 6.2832
Min No of Rafters #
Actual No of Rafters #
16.4
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
Area
No. of RafterW eight on eachDistri-LoadAllowable stress Allowable stress
r
Unit loadLive load Over lape Total roof of roof of roof load lb/ft2 lb/ft2 10% lb/ft2
\\vboxsrv\conversion_tmp\scratch_6\[227940844.xls.ms_office.xls]TANK DESIGN
103.0442
h
Bending Moment Section Section
1.287
39.162
Rafters ft
m2
selected #
Rafter lbs
16.400 4.805 17 2024.378 Use Menu Control A - Rafter - Selection of Section SELECTED SECTION I-160 Weight / Length Load Section Modulus Second Moment of Area Bending Moment Section Modulus Due to the Section
17.90 175.60 N/m 116.93
for bending PSI
for bending N/m2
lbs-in
10.286
18000
124020000
66399.610
Modulus Modulus in3 cm3 3.689
60.461
Total weight of Rafter (outer)(Kg) 1522
548.75 N-m 4.42 cm^3
Total Section Modulus Remarks
4.42 cm^3 Safe
Actual Stress in Rafter Remarks
9307.10 PSI Safe
Max. Allowable deflection Max. Deflection at free end Remarks
on Rafter lbs/in
13.89 mm #DIV/0! #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 Plate width (meter) Plate height (meter) Den. of mat. (Kg/m 3)
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
Full coarse Full width Full coarse Partial width Partial coarse Full width Partial coarse Partial width
2.439 1.2195 7850
A B C D
Width 1220 1220 983 983
Length 2439 2148 2439 2148
1080 540 810
INPUT OUTPUT SHELL
Course # from bottom of tank
1 2 3 4 5 6 7
Note:
By Client
Liq. height in tank (H) ft 27.2 23.2 19.2 15.2 11.2 7.2 3.2
By one foot method. See sec. 3.6.3.2 on page 3-7 of API - 650 Height of Design shellDesign shell Hyd. shell each Course thickness thickness thickness (td) (td) (tt) mm inches mm inches 1220 1220 1220 1220 1220 1220 983
0.211 0.183 0.118 0.118 0.118 0.118 0.119
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
Selected Min. shell thickness
(mm)
(mm)
7 7 7 7 7 7 7
7 7 7 7 7 7 7
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
1 2 3 4 5 6 7
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
```
12.881 12.881 12.881 12.881 12.881 12.881 12.881 12.881
12.881 12.881 12.881 12.881 12.881 Total wt. of shell plate Kg.
14,328
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 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
By Client Wind velocity
(t) inches
(V) miles/hours
0.276 0.276
110 110
Vertical Vertical Min. req. dist. b/w dist. b/w section wind girder wind girder modulus & curb angle & curb angle (H1) with 12%safety (Z) feet feet inch3 105.249 210.497
92.619 185.237
11.323 22.646
Remarks
not req. not req.
\\vboxsrv\conversion_tmp\scratch_6\[227940844.xls.ms_office.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 :
5
m
INPUT OUTPUT
r
Radius of Tank ( r ) ft
Thickness of Roof plate ( t ) ft
Height of roof cone (h) ft
16.4
0.02297
3.280
Slant ht. Surface areaSurface area of roof of roof of roof (m) ft feet2 meter2
Weight of roof plate Kg.
Weight of roof plate lbs.
16.725
4402.359
9707.201
861.696
80.095
11.265
25
INPUT OUTPUT
CircumferencialMin Spacing Length of Rafters (L) ft (s) ft 6.2832
Min No of Rafters #
Actual No of Rafters #
16.4
17
DESIGN OF RAFTERS INPUT OUTPUT
Length of Rafters ft
Area
16.400
4.711
m
2
SELECTED SECTION Weight / Length Load Section Modulus Bending Moment Section Modulus Due to the Section
No. of RafterW eight on eachDistri-LoadAllowable stress Allowable stress selected Rafter on Rafter for bending for bending # lbs lbs-in PSI N/m2 17
1895.313
W 6 x 20 AISC STANDARD 29.75 291.85 N/m 219.63 912.04 N-m 7.35 cm^3
9.631
18000
Total weight of Rafter (Kg)
2529
124020000
Bending Moment Section Section Modulus Modulus lbs-in in3 cm3 46624.712
r
Unit loadLive load Over lape Total roof of roof of roof load lb/ft2 lb/ft2 10% lb/ft2
NUMBER OF RAFTERS See sec. 3.10.4.5 on page 3-45 of API - 650
103.0442
h
2.590
42.454
1.127
37.392
Total Section Modulus 49.81 cm^3 Remarks Safe \\vboxsrv\conversion_tmp\scratch_6\[227940844.xls.ms_office.xls]TANK DESIGN CENTER COLUMN DESIGN INPUTS OUTPUTS
Load on rafter lbs. 32220.33
Total wt. on Center column lbs. 16110.165
Selected Member 3 Pipe Sch 40
Size of Member DN
Length of Column (L) feet
Unit wt. lbs/ft
Misc. wt. lbs.
Wt. of Column Lbs
150
30.50
19.00774
1102.5
579.8120885
Total Outside Inside Weight Diameter Diameter lbs. (R)inches inches ######
6.625
6.065354
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
Cinduced PSI
Remarks
Buckling
0.125
7143.639346
2887.113
Safe
Safe
\\vboxsrv\conversion_tmp\scratch_6\[227940844.xls.ms_office.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 Plate width (meter) Plate height (meter) Den. of mat. (Kg/m 3)
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
Full coarse Full width Full coarse Partial width Partial coarse Full width Partial coarse Partial width
2.439 1.2195 7850
A B C D 1080 540 810
INPUT OUTPUT SHELL
Course # from bottom of tank
1 2 3 4 5 6 7 8 9 10 11 12 13
By Client
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
By one foot method. See sec. 3.6.3.2 on page 3-7 of API - 650 Height of Design shellDesign shell Hyd. shell each Course thickness thickness thickness (td) (td) (tt) mm inches mm inches 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 866
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
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
Selected Min. shell thickness
(mm)
(mm)
10 10 9 9 8 8 7 7 7 7 7 7 7
10 10 9 9 8 8 7 7 7 7 7 7 7
Width 1220 1220 983 983
Length 2439 2148 2439 2148
Radius ofSlenderness Gyration Ratio (r) inches L/r 2.246
163.009
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
1 2 3 4 5 6 7 8 9 10 11 12
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
# of partial plates in shell per course
(Width) mm
1 1 1 1 1 1 1 1 1 1 1 1
783 783 783 783 783 783 783 783 783 783 783 783
1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220
Sise of Shell partial plate (Height) mm 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220
Total wt. of shell plate Kg.
Weight of each course Kg 4513 4513 4062 4062 3610 3610 3159 3159 3159 3159 3159 3159
19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321
```
43,326
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 Weight of Bottom Plate 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
By Client Wind velocity
(t) inches
(V) miles/hours
0.276 0.276
110 110
Vertical Vertical Min. req. dist. b/w dist. b/w section wind girder wind girder modulus & curb angle & curb angle (H1) with 12%safety (Z) feet feet inch3 57.290 57.290
50.415 50.415
13.868 13.868
Remarks
Wind girder req. Wind girder req.
\\vboxsrv\conversion_tmp\scratch_6\[227940844.xls.ms_office.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 :
5
m
INPUT OUTPUT
h
r
Radius of Tank ( r ) ft
Thickness of Roof plate ( t ) ft
Height of roof cone (h) ft
24.6
0.02625
4.920
Radius of Surface areaSurface area cone of cone roof of cone roof ( r ) ft feet2 meter2 25.087
1977.213
183.783
Weight of roof plate Kg.
Weight of roof plate lbs.
11544.5
25455.707
\\vboxsrv\conversion_tmp\scratch_6\[227940844.xls.ms_office.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.
r
Unit loadLive load Over lape Total roof of roof of roof load lb/ft2 lb/ft2 10% lb/ft2 12.875
25
1.287
39.162
Outer Ring Circumference Min Spacing of Tank of Rafters (L) ft (s) ft 154.5664
Min No of Rafters #
6.2832
24.6
Inner Ring CircumferencialMin Spacing Length of Rafters (L) ft (s) ft 103.0442
Min No of Rafters #
5.5000
18.7353
Actual No of Rafters # 28 As per sketch 'A'
Actual No of Rafters # 16 As per sketch 'A'
DESIGN OF RAFTERS INPUT OUTPUT Rafters of Outer Ring (R - 2). Length of Rafters ft
Area
14.268
6.498
m2
Rafter of Outer Ring (R-2)
No. of RafterW eight on eachDistri-LoadAllowable stress Allowable stress selected Rafter on Rafter for bending for bending # lbs lbs-in Psi N/m2 28
2737.673
15.990
18000
124020000
Bending Moment Section Section Modulus Modulus lbs-in in3 cm3 58591.677
3.255
53.351
C 7 x 14.775
Weight / Length Load Section Modulus Bending Moment Section Modulus Due to the Section
21.94 215.24 N/m 127.51 509.11 N-m 4.11 cm^3
Total Section Modulus Remarks
57.46 cm^3 Safe
Total weight of Rafter (outer)(Kg) 2673
Rafters of Inner Ring (R - 1). Length of Rafters ft
Area
15.170
4.695
m
2
SELECTED SECTION Weight / Length Load Section Modulus Bending Moment Section Modulus Due to the Section Total Section Modulus Remarks
No. of RafterW eight on eachDistri-LoadAllowable stress Allowable stress selected Rafter on Rafter for bending for bending # lbs lbs-in Psi N/m2 16
1978.008
W 10 x 17 AISC STANDARD 25.29 248.08 N/m 265.52 663.31 N-m 5.35 cm^3
10.866
18000
124020000
Bending Moment Section Section Modulus Modulus lbs-in in3 cm3 45009.569
2.501
40.984
Total weight of Rafter (outer)(Kg) 1872
46.33 cm^3 Safe
\\vboxsrv\conversion_tmp\scratch_6\[227940844.xls.ms_office.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 No of Rafters R-1 R-2 # # 4
7
SELECTED SECTION Weight / Length Load / Length Section Modulus Bending Moment Section Modulus Due to the Section
Wt on Rafter Wt on RafterWt on Girder Allowable R-1 R-2 G-1 Stress lbs lbs lbs Psi 1978.008
2737.673
W 6 x 16 AISC STANDARD 23.80 233.48 N/m 159.31 1867.86 N-m 15.06 cm^3
13537.871
18000
Total Weight of Girder (Kg)
Allowable Stress N / m² 124020000
762
Length of Dist-LoadBend-Moment on Section Girder G-1 G-1 For G-1 Modulus ft lbs/in lbs-in in3 26.24
42.994 #######
29.60
Section Modulus cm3 485.19
Total Section Modulus Remarks
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 Girder G-1 Girder G-1 Column C-2 lbs. lbs. lbs. 13537.87
419.84
13957.71
Selected Member 3 ########
Size of Member DN
Length of Column (L) feet
Unit wt. lbs/ft
Misc. wt. lbs.
250
54.12
40.5600
330.75
Total wt. Outside Inside of ColumnDiameter Diameter lbs. (R)inches inches ######
10.75
10.020
Radius ofSlenderness Gyration Ratio (r) inches L/r 3.67
176.77
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
Cinduced PSI
Stress
Buckling
0.099
6658.34
1172.22
Safe
Safe
\\vboxsrv\conversion_tmp\scratch_6\[227940844.xls.ms_office.xls]TANK DESIGN
CENTER COLUMN DESIGN INPUTS OUTPUTS
Load on Inner rafter lbs.
Wt. of inner rafter lbs.
31648.13
4126.240
Total wt. on Selected Center column Member lbs. 3 17887.183 ########
Size of Member DN
Length of Column (L) feet
Unit wt. lbs/ft
Misc. wt. lbs.
250
51.9224
40.5600
661.5
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
Cinduced PSI
Stress
Buckling
0.099
6888.664988
1502.235
Safe
Safe
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
Total wt. Outside Inside of ColumnDiameter Diameter lbs. (R)inches inches ###### 10.750
10.020
Radius ofSlenderness Gyration Ratio (r) inches L/r 3.674
169.592
Service Capacity Type of tank Dia of tank (feet) Height of tank (feet) Slope of roof Slope of bottom Plate Data Plate width (meter) Plate height (meter) Den. of mat. (Kg/m 3)
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
Full coarse Full width Full coarse Partial width Partial coarse Full width Partial coarse Partial width
2.439 1.2195 7850
A B C D
Width 1220 1220 983 983
Course # from bottom of tank
1 2 3 4 5 6 7 8 9 10 11 12 13
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
By one foot method. See sec. 3.6.3.2 on page 3-7 of API - 650 Height of Design shellDesign shell Hyd. shell each Course thickness thickness thickness (td) (td) (tt) mm inches mm inches 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 1220 866
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
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
Selected Min. shell thickness
(mm)
(mm)
10 10 9 9 8 8 7 7 7 7 7 7 7
10 10 9 9 8 8 7 7 7 7 7 7 7
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
1 2 3 4 5 6 7 8 9 10 11 12
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
Total wt. of shell plate Kg.
Weight of each course Kg 4511 4511 4060 4060 3609 3609 3158 3158 3158 3158 3158 3158
43,309
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 Weight of Bottom Plate 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
Length 2439 2148 2439 2148
1080 540 810
INPUT OUTPUT SHELL
Note:
By Client
By Client Wind velocity
Vertical Vertical Min. req. dist. b/w dist. b/w section wind girder wind girder modulus & curb angle & curb angle
Remarks
```
19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321 19.321
(t) inches
(V) miles/hours
(H1) feet
with 12%safety feet
(Z) inch3
0.276 0.276
110 110
57.290 57.290
50.415 50.415
13.868 13.868
Wind girder req. Wind girder req.
\\vboxsrv\conversion_tmp\scratch_6\[227940844.xls.ms_office.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 :
5
m
INPUT OUTPUT
r
Radius of Tank ( r ) ft
Thickness of Roof plate ( t ) ft
Height of roof cone (h) ft
24.6
0.02625
4.920
Radius of Surface areaSurface area cone of cone roof of cone roof ( r ) ft feet2 meter2 25.087
1977.213
183.783
Weight of roof plate Kg.
Weight of roof plate lbs.
11544.5
25455.707
12.875
25
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 Min Spacing of Tank of Rafters (L) ft (s) ft 6.2832
Min No of Rafters #
Primary No.Secondary No. of Rafters of Rafters # #
24.6
13 13 As per sketch 'A'
DESIGN OF RAFTERS INPUT OUTPUT SKETCH A SECONDARY RAFTER Length of Rafters ft
Area
14.268
6.498
m
2
Rafter of Outer Ring (R-2)
No. of RafterW eight on eachDistri-LoadAllowable stress Allowable stress selected Rafter on Rafter for bending for bending # lbs lbs-in Psi N/m2 13
2737.673
15.990
18000
124020000
Bending Moment Section Section Modulus Modulus lbs-in in3 cm3 58591.677
3.255
53.351
I-220
Weight / Length Load Section Modulus Bending Moment Section Modulus Due to the Section
31.10 305.09 N/m 277.84 721.64 N-m 5.82 cm^3
Total Section Modulus Remarks
59.17 cm^3 Safe
Total weight of Rafter (outer)(Kg) 1759
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
Area m2
No. of RafterW eight on eachDistri-LoadAllowable stress Allowable stress selected Rafter on Rafter for bending for bending # lbs lbs/in PSI N/m2
24.600 2.000 13 842.641 2.854 18000 Use Menu Control A - Rafter - Selection of Section SELECTED SECTION W 10 x 12 AISC STANDARD Weight / Length 17.85 Total weight of Load 175.11 N/m Rafter (outer)(Kg) 1741 Section Modulus 178.65 Second Moment of Area 53.8
124020000
Bending Moment Section Section Modulus Modulus lbs-in in3 cm3 41457.928
r
Unit loadLive load Over lape Total roof of roof of roof load lb/ft2 lb/ft2 10% lb/ft2
\\vboxsrv\conversion_tmp\scratch_6\[227940844.xls.ms_office.xls]TANK DESIGN
154.5664
h
2.303
37.750
1.287
39.162
Bending Moment Section Modulus Due to the Section
1231.26 N-m 9.93 cm^3
Total Section Modulus Remarks
9.93 cm^3 Safe
Actual Stress in Rafter Remarks
3803.48 PSI Safe
Max. Allowable deflection Max. Deflection at free end Remarks
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
-81.27 -103.5 7143.6
{menucall main} Dia<=3m 3
10
{MENUCALL {MENUCALL SHELL} main1} {MENUCALL MAIN2} Design Data Shell & Bottom
Roof
{goto}saa~{goto}sa~
{goto}ra~
Without Column With Column {menucall shell1} {menucall shell2} Design Data Shell & Bottom
Roof
Rafter
{goto}sb~ {goto}sbz~
{goto}rb~
{goto}rafter~{Menucall menuraft1}
Number of Selection Rafter ? of Section Select a Section {menucall menuraft2} Design Data Shell
Roof
Rafter
Center Pole
{goto}sc~ {goto}scz~
{goto}rc~
{goto}raftera~{Menucall {goto}col1~ menuraft3}
Number of Selection Rafter of Section Select a Section {menucall menuraft4}
{goto}a1~ {goto}roof~
Rafters of Rafters Outer Ring of Inner (R - 2). Ring (R - 1 Rafters of{R}/RV~RAFT~{R}/RV~RAFTW~{R}/RV~RAFTS~{G Outer Ring/RVAISC~RAFTO1~ (R - 2). /RVAISC~RAFTI1~ Rafters of{R}/RV~RAFT2~{R}/RV~RAFTW2~{R}/RV~RAFTS2 Inner Ring /RVDIN~RAFTO1~ (R - 1). /RVDIN~RAFTI1~ Girder {R}/RV~gird~{R}/RV~girdW~{R}/RV~girdS~{GOTO} /RVBS~RAFTO1~ /RVBS~RAFTI1~
{GOTO}RAFTER~{MENUCALL {GOTO}girder~{MENUCALL {goto}column~ MENURAFT} {goto}cENTREPOLE~ MENUgird}
Data Entry Selection of Section 1 {MENUCALL RAFTO} 1
Rafters of Rafters Outer Ring of Inner (R - 2). Ring (R - 1 AISC /RVAISCA~RAFTO1~ /RVAISCA~RAFTI1~ 1 DIN /RVDINA~RAFTO1~ /RVDINA~RAFTI1~ /RVGIRDER2~WHERE2~{goto}selecTGIRD~{menucall 1 BS /RVBSA~RAFTO1~ interna} /RVBSA~RAFTI1~ /RVRAFTO~WHERE2~{goto}selecTraft~{menucall /RVRAFTI~WHERE2~{goto}selecTraft2~{menucall 1 interna} interna}
INTERNATIONAL LOCAL Select a rafter Select from a rafter International from * Local Sections Sections Available AvailableDIN-CHANNEL DIN I-BEAM {menucall aisc} {menucall local} *
Data Entry
Selection of Section 1
{goto}DCSHAPE~{goto}DCSHAPE1~{goto}{?}~ {goto}DISHAPE~{goto}DISHAPE1~{goto}{?}~ 1 AISC DIN BS {r}/rv~raft~{r}/rv~rafta~{r}/rv~raftaa~{r}/rv~raftaaa~{r}/rv~raftaaaa~{goto}selectraft~ {r}/rv~raft~{r}/rv~rafta~{r}/rv~raftaa~{r}/rv~raftaaa~{r}/rv~raftaaaa~{goto}selectraft~ 1 AISC-STANDARD DIN-STANDARDBS-STANDARD {menucall wshapes} {menucall dinchan} W - SHAPES M SHAPE AMER. STD.S-SHAPES CHAN. {goto}WSHAPE~{goto}wSHAPE1~{goto}{?}~ {goto}MSHAPE~{goto}MSHAPE1~{goto}{?}~ {goto}ACSHAPE~{goto}ACSHPE2~{goto}{?}~ {goto}SSHAPE~{goto}SSHAPE1~{goto}{?}~ * {r}/rv~raft~{r}/rv~rafta~{r}/rv~raftaa~{r}/rv~raftaaa~{r}/rv~raftaaaa~{goto}selectraft~ {r}/rv~raft~{r}/rv~rafta~{r}/rv~raftaa~{r}/rv~raftaaa~{r}/rv~raftaaaa~{goto}selectraft~ {r}/rv~raft~{r}/rv~rafta~{r}/rv~raftaa~{r}/rv~raftaaa~{r}/rv~raftaaaa~{goto}selectraft~ {r}/rv~raft~{r}/rv~rafta~{r}/rv~raftaa~{r}/rv~raftaaa~{r}/rv~raftaaaa~{goto}selectraft~ * LOCAL CHANNEL LOCAL GIRDER LOCAL (I-BEAM) ANGLE Without Column With Column {menucall shell3} {menucall shell4} Design DataShell & Bottom Roof
Rafter
Girder
{goto}sd~
{menucall main3}
{menucall main4} {goto}cola~ {goto}colb~
Data Entry
Selection of Section Select a Section {menucall menuraft5}
{goto}sda~ {goto}se~
Data Entry Selection of Section Select a Section {goto}rafti~ {menucall menuraftii}
{goto}gird~
Rafter of Outer Rafter Ringof(R-2) inner Ring (R-1) {menucall menuraftiii} {menucall menuraftiiii}
Design Data Shell & Bottom
Roof
Rafter
{goto}bia~ {goto}sba~
{goto}sbb~
{menucall main5}
Secondary Primary Rafter Rafter {menucall main6} {menucall main7} Data Entry Selection Of Section
Data Entry Selection Of Section
{goto}sbc~{menucall main8}
{goto}sbd~ {menucall main9}
SECTIONS AVAILABLE AISC - W SHAPES S NO. SIZE 1 W 4 x 13 2 W6x9 3 W 6 x 12 4 W 8 x 10 5 W 5 x 16 6 W 6 x 16 7 W 8 x 13 8 W 5 x 19 9 W 6 x 15 10 W 10 x 12 11 W 8 x 15 12 W 6 x 20 13 W 10 x 15 14 W 8 x 18 15 W 10 x 17 16 W 6 x 25 17 W 8 x 21 18 W 10 x 19 19 W 8 x 24 20 W 10 x 22 21 W 8 x 28 22 W 8 x 31 23 W 10 x 26 24 W 8 x 35 25 W 10 x 30 26 W 10 x 33 27 W 8 x 40 28 W 10 x 39 29 W 8 x 48 30 W 10 x 45 31 W 8 x 58 32 W 10 x 49 33 W 10 x 54 34 W 8 x 67 35 W 10 x 60 36 W 10 x 68
Wt. (kg/m) 19.34 13.39 17.85 14.88 23.80 23.80 19.34 28.26 22.31 17.85 22.31 29.75 22.31 26.78 25.29 37.19 31.24 28.26 35.70 32.73 41.65 46.11 38.68 52.06 44.63 49.09 59.50 58.01 71.40 66.94 86.28 72.89 80.33 99.66 89.25 101.15
S (cm^3) 89.49 91.13 119.81 128.01 139.48 159.31 162.42 167.18 167.18 178.65 193.40 219.63 226.18 249.13 265.52 273.71 298.30 308.13 342.55 380.25 398.28 450.73 457.28 511.37 531.04 573.65 581.85 690.02 709.69 804.75 852.28 894.89 983.40 989.96 1093.21 1240.72
2nd Moment of Area AISC STANDARD 11.3 AISC STANDARD 16.4 AISC STANDARD 22.1 AISC STANDARD 30.8 AISC STANDARD 21.3 AISC STANDARD 32.1 AISC STANDARD 39.6 AISC STANDARD 26.2 AISC STANDARD 29.1 AISC STANDARD 53.8 AISC STANDARD 48 AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD
1
Column Center Column
37 38 39 40
W 10 x 77 W 10 x 88 W 10 x 100 W 10 x 112
114.54 130.90 148.75 166.60
1407.90 1614.42 1835.68 2065.14
AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD
AISC - AMER.STD. CHANNEL S NO. SIZE Wt. (kg/m) 1 C 3 x 4.1 6.10 2 C3x 5 7.44 3 C3x 6 8.93 4 C 4 x 5.4 8.03 5 C 4 x 7.25 10.78 6 C 5 x 6.7 9.97 7 C5x 9 13.39 8 C 6 x 8.2 12.20 9 C 6 x 10.5 15.62 10 C 6 x 13 19.34 11 C 7 x 9.8 14.58 12 C 7 x 12.25 18.22 13 C 7 x 14.775 21.94 14 C 8 x 11.5 17.11 15 C 8 x 13.75 20.45 16 C 8 x 18.75 27.89
S (cm^3) 18.03 20.32 22.62 31.63 37.53 49.17 58.35 71.79 82.93 95.06 99.65 113.58 127.51 133.41 148.00 180.29
2nd Moment of Area AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD
AISC - S-SHAPES S NO. SIZE 1 S 3 x 5.7 2 S 3 x 7.5 3 S 4 x 7.7 4 S 4 x 9.5 5 S 5 x 10 6 S 5 x 14.75 7 S 6 x 12.5 8 S 6 x 17.25 9 S 7 x 15.3 10 S 7 x 20 11 S 8 x 18.4 12 S 8 x 23
Wt. (kg/m) 8.48 11.16 11.45 14.13 14.88 21.94 18.59 25.66 22.76 29.75 27.37 34.21
S (cm^3) 41.30 48.02 99.65 110.80 201.60 249.13 362.22 431.06 601.51 694.94 944.06 1063.71
2nd Moment of Area AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD
AISC - M-SHAPES S NO. SIZE 1 M 6 x 4.4 2 M 8 x 6.5 3 M 10 x 7.5 4 M 5 x 18.9
Wt. (kg/m) 6.55 9.67 11.16 28.11
S (cm^3) 39.34 75.72 107.68 157.84
2nd Moment of Area AISC STANDARD AISC STANDARD AISC STANDARD AISC STANDARD
DIN STANDARD - CHANNEL S NO. SIZE Wt. (kg/m) 1 U 30x15 0.09 2 U 30 x 30 0.23 3 U 40 x 20 0.27 4 U 40 x 40 0.50 5 U 50 x 25 0.60 6 U 50 x 50 0.94 7 U 50 x 60 1.13 8 U 50 x 65 2.05 9 U 50 x 80 3.78 10 U 50 x 100 7.35 11 U 50 x 120 13.00 12 U 50 x 140 21.60 13 U 50 x 160 33.02 14 U 50 x 180 48.20 15 U 50 x 200 68.19 16 U 50 x 220 96.04 17 U 50 x 240 128.53 18 U 50 x 260 172.08 19 U 50 x 280 224.20 20 U 50 x 300 286.68
S (cm^3) 1.69 4.26 3.79 7.05 6.73 10.59 10.49 17.69 26.48 41.18 60.66 86.35 115.93 149.91 190.89 244.86 299.82 370.78 447.74 534.69
2nd Moment of Area DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD
DIN STANDARD - I-BEAM S NO. SIZE Wt. (kg/m) 1 I-80 5.94 2 I-100 8.34 3 I-120 11.10 4 I-140 14.30 5 I-160 17.90 6 I-180 21.90 7 I-200 26.20 8 I-220 31.10 9 I-240 36.20 10 I-260 41.90 11 I-280 47.90 12 I-300 54.20 13 I-320 61.00 14 I-340 68.00 15 I-360 76.10 16 I-380 84.00
S (cm^3) 19.49 34.18 54.67 81.85 116.93 160.91 213.87 277.84 353.79 441.74 541.68 652.62 781.54 922.46 1089.36 1259.26
2nd Moment of Area DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD DIN STANDARD
17 I-400
92.40
1459.14
DIN STANDARD
INTERNATIONAL LOCAL Select a rafter Select from a rafter International from 1 Local Sections Sections Available Available {menucall aisc1} {menucall local} 1 AISC DIN BS AISC-STANDARD DIN-STANDARDBS-STANDARD {menucall wshapes1} {menucall dinchan1} W - SHAPES M SHAPE
AMER. STD. CHAN. S-SHAPES
DIN-CHANNEL DIN I-BEAM
{goto}WSHAPE~{goto}wSHAPE1~{goto}{?}~ {goto}MSHAPE~{goto}MSHAPE1~{goto}{?}~ {goto}ACSHAPE~{goto}ACSHPE2~{goto}{?}~ {goto}SSHAPE~{goto}SSHAPE1~{goto}{?}~ 1 {goto}DCSHAPE~{goto}DCSHAPE1~{goto}{?}~ {goto}DISHAPE~{goto}DISHAPE1~{goto}{?}~ 1 {r}/rv~raftb~{r}/rv~raftbb~{r}/rv~raftbbb~{r}/rv~raftbbbb~{goto}selectraft1~ {r}/rv~raftb~{r}/rv~raftbb~{r}/rv~raftbbb~{r}/rv~raftbbbb~{goto}selectraft1~ {r}/rv~raftb~{r}/rv~raftbb~{r}/rv~raftbbb~{r}/rv~raftbbbb~{goto}selectraft1~ {r}/rv~raftb~{r}/rv~raftbb~{r}/rv~raftbbb~{r}/rv~raftbbbb~{goto}selectraft1~ 1 {r}/rv~raftb~{r}/rv~raftbb~{r}/rv~raftbbb~{r}/rv~raftbbbb~{goto}selectraft1~ {r}/rv~raftb~{r}/rv~raftbb~{r}/rv~raftbbb~{r}/rv~raftbbbb~{goto}selectraft1~ 1 DIN-CHANNEL DIN I-BEAM INTERNATIONAL LOCAL Select a rafter Select from a rafter International from 1 Local Sections Sections Available Available {menucall aisc2} {menucall local} 1
INTERNATIONAL LOCAL Select a rafter Select from aInternational rafter from Local 1Sections Sections Available Available {menucall aisc3} {menucall local} 1
AISC DIN BS AISC-STANDARD DIN-STANDARDBS-STANDARD {menucall wshapes2} {menucall dinchan2}
AISC DIN BS AISC-STANDARD DIN-STANDARD BS-STANDARD {menucall wshapes3} {menucall dinchan3}
W - SHAPES M SHAPE
W - SHAPESM SHAPE
AMER. STD. CHAN. S-SHAPES
AMER. STD. CHAN. S-SHAPES
{goto}DCSHAPE~{goto}DCSHAPE1~{goto}{?}~ {goto}DISHAPE~{goto}DISHAPE1~{got 1 {r}/rv~raftc~{r}/rv~raftcc~{r}/rv~raftccc~{r}/rv~raftccc {r}/rv~raftc~{r}/rv~raftcc~{r}/rv~raftccc~ 1
DIN-CHANNEL DIN I-BEAM
{goto}WSHAPE~{goto}wSHAPE1~{goto}{?}~ {goto}MSHAPE~{goto}MSHAPE1~{goto}{?}~ {goto}ACSHAPE~{goto}ACSHPE2~{goto}{?}~ {goto}SSHAPE~{goto}SSHAPE1~{goto}{?}~ 1 {goto}WSHAPE~{goto}wSHAPE1~{goto}{?}~ {goto}MSHAPE~{goto}MSHAPE1~{goto}{?}~ {goto}ACSHAPE~{goto}ACSHPE2~{goto}{?}~ {goto}SSHAPE~{goto}SSHAPE1~{goto}{?}~ 1 {goto}DCSHAPE~{goto}DCSHAPE1~{goto}{?}~ {goto}DISHAPE~{goto}DISHAPE1~{got 1 {r}/rv~raftc~{r}/rv~raftcc~{r}/rv~raftccc~{r}/rv~raftcccc~{goto}selectraft2~ {r}/rv~raftc~{r}/rv~raftcc~{r}/rv~raftccc~{r}/rv~raftcccc~{goto}selectraft2~ {r}/rv~raftc~{r}/rv~raftcc~{r}/rv~raftccc~{r}/rv~raftcccc~{goto}selectraft2~ {r}/rv~raftc~{r}/rv~raftcc~{r}/rv~raftccc~{r}/rv~raftcccc~{goto}selectraft2~ 1 {r}/rv~raftd~{r}/rv~raftdd~{r}/rv~raftddd~{r}/rv~raftdddd~{goto}selectraft3~ {r}/rv~raftd~{r}/rv~raftdd~{r}/rv~raftddd~{r}/rv~raftdddd~{goto}selectraft3~ {r}/rv~raftd~{r}/rv~raftdd~{r}/rv~raftddd~{r}/rv~raftdddd~{goto}selectraft3~ {r}/rv~raftd~{r}/rv~raftdd~{r}/rv~raftddd~{r}/rv~raftdddd~{goto}selectraft 1 {r}/rv~raftd~{r}/rv~raftdd~{r}/rv~raftddd~{r}/rv~raftdd {r}/rv~raftd~{r}/rv~raftdd~{r}/rv~raftddd~ 1
INTERNATIONAL LOCAL Select a rafter Select from a rafter International from 1 Local Sections Sections Available Available {menucall aisc4} {menucall local} 1
DIN-CHANNEL DIN I-BEAM {goto}DCSHAPE~{goto}DCSHAPE1~{goto}{?}~ {goto}DISHAPE~{goto}DISHAPE1~{goto}{?}~ 1 {r}/rv~girda~{r}/rv~girdaa~{r}/rv~girdaaa~{r}/rv~girdaaaa~{goto}selectgird1~ {r}/rv~girda~{r}/rv~girdaa~{r}/rv~girdaaa~{r}/rv~girdaaaa~{goto}selectgird1~ 1
AISC DIN BS AISC-STANDARD DIN-STANDARDBS-STANDARD {menucall wshapes4} {menucall dinchan4} W - SHAPES M SHAPE
AMER. STD. CHAN. S-SHAPES
{goto}WSHAPE~{goto}wSHAPE1~{goto}{?}~ {goto}MSHAPE~{goto}MSHAPE1~{goto}{?}~ {goto}ACSHAPE~{goto}ACSHPE2~{goto}{?}~ {goto}SSHAPE~{goto}SSHAPE1~{goto}{?}~ 1 {r}/rv~girda~{r}/rv~girdaa~{r}/rv~girdaaa~{r}/rv~girdaaaa~{goto}selectgird1~ {r}/rv~girda~{r}/rv~girdaa~{r}/rv~girdaaa~{r}/rv~girdaaaa~{goto}selectgird1~ {r}/rv~girda~{r}/rv~girdaa~{r}/rv~girdaaa~{r}/rv~girdaaaa~{goto}selectgird1~ {r}/rv~girda~{r}/rv~girdaa~{r}/rv~girdaaa~{r}/rv~girdaaaa~{goto}selectgird1~ 1 DIN-CHANNEL DIN I-BEAM INTERNATIONAL LOCAL Select a rafter Select from a rafter International from 1 Local Sections Sections Available Available {menucall aisc5} {menucall local} 1
INTERNATIONAL LOCAL Select a rafter Select from aInternational rafter from Local 1Sections Sections Available Available {menucall aisc6} {menucall local} 1
AISC DIN BS AISC-STANDARD DIN-STANDARDBS-STANDARD {menucall wshapes5} {menucall dinchan5}
AISC DIN BS AISC-STANDARD DIN-STANDARD BS-STANDARD {menucall wshapes6} {menucall dinchan6}
W - SHAPES M SHAPE
W - SHAPESM SHAPE
AMER. STD. CHAN. S-SHAPES
AMER. STD. CHAN. S-SHAPES
{goto}DCSHAPE~{goto}DCSHAPE1~{goto}{?}~ {goto}DISHAPE~{goto}DISHAPE1~{got 1 {r}/rv~rafte~{r}/rv~raftee~{r}/rv~rafteee~{r}/rv~raftee {r}/rv~rafte~{r}/rv~raftee~{r}/rv~rafteee~ 1
DIN-CHANNEL DIN I-BEAM
{goto}WSHAPE~{goto}wSHAPE1~{goto}{?}~ {goto}MSHAPE~{goto}MSHAPE1~{goto}{?}~ {goto}ACSHAPE~{goto}ACSHPE2~{goto}{?}~ {goto}SSHAPE~{goto}SSHAPE1~{goto}{?}~ 1 {goto}WSHAPE~{goto}wSHAPE1~{goto}{?}~ {goto}MSHAPE~{goto}MSHAPE1~{goto}{?}~ {goto}ACSHAPE~{goto}ACSHPE2~{goto}{?}~ {goto}SSHAPE~{goto}SSHAPE1~{goto}{?}~ 1 {goto}DCSHAPE~{goto}DCSHAPE1~{goto}{?}~ {goto}DISHAPE~{goto}DISHAPE1~{got 1 {r}/rv~rafte~{r}/rv~raftee~{r}/rv~rafteee~{r}/rv~rafteeee~{goto}selectraft4~ {r}/rv~rafte~{r}/rv~raftee~{r}/rv~rafteee~{r}/rv~rafteeee~{goto}selectraft4~ {r}/rv~rafte~{r}/rv~raftee~{r}/rv~rafteee~{r}/rv~rafteeee~{goto}selectraft4~ {r}/rv~rafte~{r}/rv~raftee~{r}/rv~rafteee~{r}/rv~rafteeee~{goto}selectraft4~ 1 {r}/rv~raftf~{r}/rv~raftff~{r}/rv~raftfff~{r}/rv~raftffff~{r}/rv~raftfffff~{goto}selectraft5~ {r}/rv~raftf~{r}/rv~raftff~{r}/rv~raftfff~{r}/rv~raftffff~{r}/rv~raftfffff~{goto}selectraft5~ {r}/rv~raftf~{r}/rv~raftff~{r}/rv~raftfff~{r}/rv~raftffff~{r}/rv~raftfffff~{goto}selectraft5~ {r}/rv~raftf~{r}/rv~raftff~{r}/rv~raftfff~{r}/rv~raftffff~{r}/rv~raftfffff~{goto}s 1 {r}/rv~raftf~{r}/rv~raftff~{r}/rv~raftfff~{r}/rv~raftffff~{r} {r}/rv~raftf~{r}/rv~raftff~{r}/rv~raftfff~{r}/ 1
DN
OD 15 20 25 32 40 50 65
21.34 26.67 33.4 42.16 48.26 60.33 73.03
40 15.8 20.93 26.64 35.04 40.9 52.51 62.71
80 13.88 18.85 24.3 32.46 38.1 49.25 59.01
40 80
3 4
80 90 100 125 150 200 250 300 350 400 450 500 550 600
88.9 101.6 114.3 141.3 168.28 219.08 273.05 323.85 355.6 406.4 457.2 508 558.8 609.6
77.92 90.12 102.26 128.2 154.06 202.72 254.51 303.23 333.34 381 428.66 477.88 574.7
73.66 85.44 97.18 122.24 146.34 193.68 242.93 288.95 317.5 363.58 409.6 455.62 501.66 547.72
3.9286 3.9286 3.9286 3.9286 3.9286 3.9286 3.9286 3.9286 3.9286 3.9286 3.9286 3.9286 3.9286 3.9286 3.9286
Slenderness
Slenderness
-89.4 -124.8 6658.3
Slenderness
-85.07 -113.1 6888.7
Girder /RVAISC~GIRD1~ 2 /RVDIN~GIRD1~3 /RVBS~GIRD1~ 4 Girder /RVAISCA~GIRD1~ /RVDINA~GIRD1~ /RVBSA~GIRD1~
