DESIGN OF STEEL STORAGE TANKS AS PER API-650 (Diameter <=3m)SELF-SUPPORTED CONE ROOF

DESIGN DATAService HSD SERVICE 23200 See Table 3-2 on pageCapacity 21 KL 24900 3-7 of API - 650Type of tank Self Supported Cone Roof Specific Gravity of Liquid (G) 0.87Dia of tank (feet) 10.004 Corrosion Allowance (CA) (inches) 0.118 By ClientHeight of tank (feet) 9.512Slope of roof 1 : 5Slope of bottom Flat Bottom Width Length

Full coarse Full width A 1220 2440Plate Data Full coarse Partial width B 1220 2265Plate width (meter) 2.4390 Partial coarse Full width C 461 2440Plate height (meter) 1.2195 Partial coarse Partial width D 461 2265

7850

INPUTOUTPUT

SHELL

By one foot method. See sec. 3.6.3.2on page 3-7 of API - 650

Course # Liq. height Height of Design shell Design shell Hyd. shell Adopted shell Recommended from bottom in tank each Course thickness thickness thickness thickness by Client

of tank (H) Thicknessft mm inches mm inches (mm) (mm)

1 9.512 1219.512 0.126 3.211 0.009 5 52 5.512 1219.512 0.123 3.112 0.005 5 53 1.512 460.976 0.119 3.013 0.001 5 5

0.000 0.0000.000 0.0000.000 0.0000.000 0.0000.000 0.0000.000 0.0000.000 0.0000.000 0.000

Note: According to sec. 3.6.1.1 min. thk.of tank of dia. <50ft should be 3/16 inches (4.76mm).

Course # # of full Size of full plate # of partial Sise of Shell Weightfrom bottom plates in in each course plates in partial plate of each

of tank shell per (Width) (Height) shell per (Width) (Height) coursecourse mm mm course mm mm Kg

1 3 2440.0 1220 1 2265.0 1219.512 458.792 3 2440.0 1220 1 2265.0 1219.512 458.793 3 2440.0 461 1 2265.0 460.976 173.42

0.000 0.00

0.000 00.000 00.000 00.000 00.000 00.000 00.000 00.000 0

Total wt. of shell plate Kg. 1091.01BOTTOM 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) 3Thickness of Bottom Plate 10.0 mmWeight of Bottom Plate 689.0 Kg

CURB ANGLESee Section 3.1.5.9 ( e ) of API 650 page 3-4

Size of curb angle 2x2x3/16Weight of Curb Angle 36.0 Kg

INTERMEDIATE WIND GIRDER (Using top course thickness) See section 3.9.7.1 on page 3-39 of API 650

By Client CURB ANGLE WeightTop shell Wind Vertical Vertical Min. req. Remarks 2x2x3/16 3.75course velocity dist. b/w dist. b/w section 2x2x1/4 5.13

thickness wind girder wind girder modulus 3x3x3/8 11.8& curb angle & curb angle

(t) (V) with 12%safety (Z)inches miles/hours feet feet

0.197 110 269.430 237.098 not req.0.000

'file:///tt/file_convert/5473c0a1b4af9f01268b466a/document.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 3.0 mm Angle (Degree) 44.99Thickness of Roof Plate 8 mm Min. thk Calculated 0.04Slope of Roof 1 : 1 Min. thk Calculated 0.90 m h

Min. Recommended 4.7625 See sec. 3.10.5.1 on page 3-45INPUT thk (mm) API 650

OUTPUT r r

Radius of Thickness of Height of Slant ht. Surface area Surface area Weight of Weight of Unit load Live load Over lape Total roofTank Roof plate roof cone of roof of roof of roof roof plate roof plate of roof of roof load( r ) ft ( t ) ft (h) ft (m) ft Kg. lbs. 10%

5.002 0.02547 5.002 7.074 111.161 10.332 629.777 1388.659 12.492 25 1.249 38.742

'file:///tt/file_convert/5473c0a1b4af9f01268b466a/document.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 DATAService HFO 23200 See Table 3-2 on pageCapacity 652 m^3 24900 3-7 of API - 650Type of tank Supported cone roof Specific Gravity of Liquid (G) 0.96Dia of tank (feet) 32.80 Corrosion Allowance (CA) 0.118 By ClientHeight of tank (feet) 27.22Slope of roof 1:5

Allowable Design Stress (Sd) PSIAllowable Test Stress (St) PSI

Den. of mat. (Kg/m3)

(td) (td) (tt)

(H1)

inch3

feet2 meter2 lb/ft2 lb/ft2 lb/ft2

Allowable Design Stress (Sd) PSIAllowable Test Stress (St) PSI

Slope of bottom 1:100. Width LengthFull coarse Full width A 1220 2439

Plate Data Full coarse Partial width B 1220 2148Plate width (meter) 2.439 Partial coarse Full width C 983 2439Plate height (meter) 1.2195 Partial coarse Partial width D 983 2148

78501080

INPUT 540OUTPUT 810

SHELL

By one foot method. See sec. 3.6.3.2on page 3-7 of API - 650

Course # Liq. height Height of Design shell Design shell Hyd. shell Adopted shell Selected Min.from bottom in tank each Course thickness thickness thickness thickness shell thickness

of tank (H)ft mm inches mm inches (mm) (mm)

1 27.2 1220 0.211 5.4 0.090 7 102 23.2 1220 0.197 5.0 0.076 7 103 19.2 1220 0.182 4.6 0.062 7 94 15.2 1220 0.168 4.3 0.049 7 95 11.2 1220 0.154 3.9 0.035 7 86 7.2 1220 0.140 3.6 0.021 7 87 3.2 983 0.126 3.2 0.008 7 7

000

Note: According to sec. 3.6.1.1 min. thk.of tank of dia. 50ft to <120ft should be 1/4 inches.

Course # # of full Size full plate # of partial Sise of Shell Weightfrom bottom plates in in each course plates in partial plate of each

of tank shell per (Width) (Height) shell per (Width) (Height) coursecourse mm mm course mm mm Kg

1 12 2440 1220 1 2148 1220 30092 12 2440 1220 1 2148 1220 30093 12 2440 1220 1 2148 1220 27084 12 2440 1220 1 2148 1220 27085 12 2440 1220 1 2148 1220 24076 12 2440 1220 1 2148 1220 24077 12 2440 983 1 2148 983 1697

0 00 00 00 00 0

Total wt. of shell plate Kg. 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 mmWeight of Bottom Plate 7398 Kg

CURB ANGLESee Section 3.1.5.9 ( e ) of API 650 page 3-4

Size of curb angle 2x2x3/16Weight of Curb Angle 35.0 Kg

INTERMEDIATE WIND GIRDER (Using top course thickness) See section 3.9.7.1 on page 3-9 of API 650

By ClientTop shell Wind Vertical Vertical Min. req. Remarkscourse velocity dist. b/w dist. b/w section

thickness wind girder wind girder modulus & curb angle & curb angle

(t) (V) with 12%safety (Z)inches miles/hours feet feet

0.276 110 105.249 92.619 11.323 not req.0.000 110 105.249 92.619 11.323 not req.

'file:///tt/file_convert/5473c0a1b4af9f01268b466a/document.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 h

INPUTOUTPUT r r

Radius of Thickness of Height of Radius of Surface area Surface area Weight of Weight of Unit load Live load Over lape Total roofTank Roof plate roof cone cone of cone roof of cone roof roof plate roof plate of roof of roof load( r ) ft ( t ) ft (h) ft ( r ) ft Kg. lbs. 10%

16.4 0.02625 3.280 16.725 878.761 81.681 5131 11314 12.875 25 1.287 39.162

'file:///tt/file_convert/5473c0a1b4af9f01268b466a/document.xls'#$TANK DESIGN

RAFTER DESIGN

NUMBER OF RAFTERSSee sec. 3.10.4.5 on page 3-45 of API - 650

INPUTOUTPUT

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 Min Spacing Min No Actual NoLength of Rafters of Rafters of Rafters(L) ft (s) ft # #

103.0442 6.2832 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 0OUTPUT

Length of Area No. of Rafter Weight on each Distri-Load Allowable stress Allowable stress Bending Moment Section SectionRafters selected Rafter on Rafter for bending for bending Modulus Modulus

ft # lbs lbs/in PSI lbs-in

16.400 4.805 17 2024.378 10.286 18000 124020000 66399.610 3.689 60.461Use Menu Control A - Rafter - Selection of Section

Den. of mat. (Kg/m3)

(td) (td) (tt)

(H1)

inch3

feet2 meter2 lb/ft2 lb/ft2 lb/ft2

m2 N/m2 in3 cm3

SELECTED SECTION I-160

Weight / Length 17.90 Total weight ofLoad 175.60 N/m Rafter (outer)(Kg) 1522Section Modulus 116.93Second Moment of AreaBending Moment 548.75 N-mSection Modulus 4.42 cm^3Due to the Section

Total Section Modulus 4.42 cm^3Remarks Safe

Actual Stress in Rafter 9307.10 PSIRemarks Safe

Max. Allowable deflection 13.89 mmMax. Deflection at free end #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 DATAService HFO 23200 See Table 3-2 on pageCapacity 652 m^3 24900 3-7 of API - 650Type of tank Supported cone roof Specific Gravity of Liquid (G) 0.96Dia of tank (feet) 32.80 Corrosion Allowance (CA) 0.118 By ClientHeight of tank (feet) 27.22Slope of roof 1:5Slope of bottom 1:100. Width Length

Full coarse Full width A 1220 2439Plate Data Full coarse Partial width B 1220 2148Plate width (meter) 2.439 Partial coarse Full width C 983 2439Plate height (meter) 1.2195 Partial coarse Partial width D 983 2148

78501080

INPUT 540OUTPUT 810

SHELL

By one foot method. See sec. 3.6.3.2on page 3-7 of API - 650

Course # Liq. height Height of Design shell Design shell Hyd. shell Adopted shell Selected Min.from bottom in tank each Course thickness thickness thickness thickness shell thickness

of tank (H)ft mm inches mm inches (mm) (mm)

1 27.2 1220 0.211 5.4 0.090 7 72 23.2 1220 0.183 4.7 0.076 7 73 19.2 1220 0.118 3.0 0.062 7 74 15.2 1220 #VALUE! #VALUE! 0.049 #VALUE! 75 11.2 1220 0.118 3.0 0.035 7 76 7.2 1220 0.118 3.0 0.021 7 77 3.2 983 0.119 3.0 0.008 7 7

000

Note: According to sec. 3.6.1.1 min. thk.of tank of dia. 50ft to <120ft should be 1/4 inches.

Course # # of full Size full plate # of partial Sise of Shell Weightfrom bottom plates in in each course plates in partial plate of each

of tank shell per (Width) (Height) shell per (Width) (Height) coursecourse mm mm course mm mm Kg

1 12 2439 1220 1 2148 1220 2105 12.880529882 12 2439 1220 1 2148 1220 2105 ``` 12.880529883 12 2439 1220 1 2148 1220 2105 12.880529884 12 2439 1220 1 2148 1220 2105 12.880529885 12 2439 1220 1 2148 1220 2105 12.880529886 12 2439 1220 1 2148 1220 2105 12.880529887 12 2439 983 1 2148 983 1697 12.88052988

0 0 12.880529880 0 12.880529880 0 12.880529880 0 12.880529880 0 12.880529880 0 12.88052988

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 mmWeight of Bottom Plate 7398 Kg

CURB ANGLESee Section 3.1.5.9 ( e ) of API 650 page 3-4

Size of curb angle 2x2x3/16Weight of Curb Angle 35.0 Kg

INTERMEDIATE WIND GIRDER (Using top course thickness) See section 3.9.7.1 on page 3-9 of API 650

By ClientTop shell Wind Vertical Vertical Min. req. Remarkscourse velocity dist. b/w dist. b/w section

thickness wind girder wind girder modulus & curb angle & curb angle

(t) (V) with 12%safety (Z)inches miles/hours feet feet

0.276 110 105.249 92.619 11.323 not req.0.276 110 210.497 185.237 22.646 not req.

'file:///tt/file_convert/5473c0a1b4af9f01268b466a/document.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 h

INPUTOUTPUT r r

Radius of Thickness of Height of Slant ht. Surface area Surface area Weight of Weight of Unit load Live load Over lape Total roofTank Roof plate roof cone of roof of roof of roof roof plate roof plate of roof of roof load( r ) ft ( t ) ft (h) ft (m) ft Kg. lbs. 10%

16.4 0.02297 3.280 16.725 861.696 80.095 4402.359 9707.201 11.265 25 1.127 37.392

NUMBER OF RAFTERS

Allowable Design Stress (Sd) PSIAllowable Test Stress (St) PSI

Den. of mat. (Kg/m3)

(td) (td) (tt)

(H1)

inch3

feet2 meter2 lb/ft2 lb/ft2 lb/ft2

See sec. 3.10.4.5 on page 3-45 of API - 650

INPUTOUTPUT

Circumferencial Min Spacing Min No Actual NoLength of Rafters of Rafters of Rafters(L) ft (s) ft # #

103.0442 6.2832 16.4 17

DESIGN OF RAFTERS

INPUT 0OUTPUT

Length of Area No. of Rafter Weight on each Distri-Load Allowable stress Allowable stress Bending Moment Section SectionRafters selected Rafter on Rafter for bending for bending Modulus Modulus

ft # lbs lbs-in PSI lbs-in

16.400 4.711 17 1895.313 9.631 18000 124020000 46624.712 2.590 42.454

SELECTED SECTION W 6 x 20AISC STANDARD

Weight / Length 29.75 Total weight ofLoad 291.85 N/m Rafter (Kg) 2529Section Modulus 219.63Bending Moment 912.04 N-mSection Modulus 7.35 cm^3Due to the Section

Total Section Modulus 49.81 cm^3Remarks Safe'file:///tt/file_convert/5473c0a1b4af9f01268b466a/document.xls'#$TANK DESIGN

CENTER COLUMN DESIGN

INPUTSOUTPUTS

Load on Total wt. on Selected Size of Length of Unit wt. Misc. Wt. of Total Outside Inside Radius of Slendernessrafter Center column Member Member Column wt. Column Weight Diameter Diameter Gyration Ratiolbs. lbs. DN (L) feet lbs/ft lbs. Lbs lbs. (R)inches inches (r) inches L/r

332220.32942648 16110.165 Pipe Sch 40 150 30.50 19.0077395899232 1102.5 579.812088451 17792.477 6.625 6.065354 2.246 163.009

CHECKING OF COLUMN IN COMPRESSIONSee section 3.10.3.3 on page 3-44 of API - 650

Where

L = Unbraced length of column, in inchesr = Least radius of gyration of column, in inchesY = 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 Remarks BucklingPSI PSI

0.125 7143.6393456 2887.113 Safe Safe

'file:///tt/file_convert/5473c0a1b4af9f01268b466a/document.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 DATAService HFO 23200 See Table 3-2 on pageCapacity 2739 m^3 24900 3-7 of API - 650Type of tank Supported cone roof Specific Gravity of Liquid (G) 0.96Dia of tank (feet) 49.20 Corrosion Allowance (CA) 0.118 By ClientHeight of tank (feet) 50.84Slope of roof 1:5Slope of bottom 1:100. Width Length

Full coarse Full width A 1220 2439Plate Data Full coarse Partial width B 1220 2148Plate width (meter) 2.439 Partial coarse Full width C 983 2439Plate height (meter) 1.2195 Partial coarse Partial width D 983 2148

78501080

INPUT 540OUTPUT 810

SHELL

By one foot method. See sec. 3.6.3.2on page 3-7 of API - 650

Course # Liq. height Height of Design shell Design shell Hyd. shell Adopted shell Selected Min.from bottom in tank each Course thickness thickness thickness thickness shell thickness

of tank (H)ft mm inches mm inches (mm) (mm)

1 50.8 1220 0.382 10.0 0.256 10 102 46.8 1220 0.361 10.0 0.235 10 103 42.8 1220 0.340 9.0 0.215 9 94 38.8 1220 0.318 9.0 0.194 9 95 34.8 1220 0.297 8.0 0.174 8 86 30.8 1220 0.276 8.0 0.153 8 87 26.8 1220 0.255 7.0 0.133 7 78 22.8 1220 0.234 6.0 0.112 7 79 18.8 1220 0.213 6.0 0.092 7 7

10 14.8 1220 0.191 5.0 0.071 7 711 10.8 1220 0.170 5.0 0.051 7 712 6.8 1220 0.149 4.0 0.030 7 713 2.8 866 0.128 4.0 0.009 7 7

Note: According to sec. 3.6.1.1 min. thk.of tank of dia. 50ft to <120ft should be 1/4 inches.

Course # # of full Size full plate # of partial Sise of Shell Weightfrom bottom plates in in each course plates in partial plate of each

of tank shell per (Width) (Height) shell per (Width) (Height) coursecourse mm mm course mm mm Kg

m2 N/m2 in3 cm3

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)]

Cma= Max. allowable compression, in PSI

Cma Cinduced

Allowable Design Stress (Sd) PSIAllowable Test Stress (St) PSI

Den. of mat. (Kg/m3)

(td) (td) (tt)

1 19 2440 1220 1 783 1220 4513 19.320794822 19 2440 1220 1 783 1220 4513 ``` 19.320794823 19 2440 1220 1 783 1220 4062 19.320794824 19 2440 1220 1 783 1220 4062 19.320794825 19 2440 1220 1 783 1220 3610 19.320794826 19 2440 1220 1 783 1220 3610 19.320794827 19 2440 1220 1 783 1220 3159 19.320794828 19 2440 1220 1 783 1220 3159 19.320794829 19 2440 1220 1 783 1220 3159 19.32079482

10 19 2440 1220 1 783 1220 3159 19.3207948211 19 2440 1220 1 783 1220 3159 19.3207948212 19 2440 1220 1 783 1220 3159 19.32079482

0 0 0 19.320794820 0 0 19.320794820 0 0 19.320794820 0 0 19.320794820 0 0 19.32079482

Total wt. of shell plate Kg. 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 mmWeight of Bottom Plate 16647 Kg

CURB ANGLESee Section 3.1.5.9 ( e ) of API 650 page 3-4

Size of curb angle 2x2x3/16Weight of Curb Angle 69.0 Kg

INTERMEDIATE WIND GIRDER (Using top course thickness) See section 3.9.7.1 on page 3-9 of API 650

By ClientTop shell Wind Vertical Vertical Min. req. Remarkscourse velocity dist. b/w dist. b/w section

thickness wind girder wind girder modulus & curb angle & curb angle

(t) (V) with 12%safety (Z)inches miles/hours feet feet

0.276 110 57.290 50.415 13.868 Wind girder req.0.276 110 57.290 50.415 13.868 Wind girder req.

'file:///tt/file_convert/5473c0a1b4af9f01268b466a/document.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 h

INPUTOUTPUT r r

Radius of Thickness of Height of Radius of Surface area Surface area Weight of Weight of Unit load Live load Over lape Total roofTank Roof plate roof cone cone of cone roof of cone roof roof plate roof plate of roof of roof load( r ) ft ( t ) ft (h) ft ( r ) ft Kg. lbs. 10%

24.6 0.02625 4.920 25.087 1977.213 183.783 11544.5 25455.707 12.875 25 1.287 39.162

'file:///tt/file_convert/5473c0a1b4af9f01268b466a/document.xls'#$TANK DESIGN

NUMBER OF RAFTERSSee sec. 3.10.4.5 on page 3-45 of API - 650

INPUTOUTPUT

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 RingCircumference Min Spacing Min No Actual No

of Tank of Rafters of Rafters of Rafters(L) ft (s) ft # #

154.5664 6.2832 24.6 28As per sketch 'A'

Inner RingCircumferencial Min Spacing Min No Actual No

Length of Rafters of Rafters of Rafters(L) ft (s) ft # #

103.0442 5.5000 18.7353 16As per sketch 'A'

0DESIGN OF RAFTERS

INPUT 0OUTPUT

Rafters of Outer Ring (R - 2).

Length of Area No. of Rafter Weight on each Distri-Load Allowable stress Allowable stress Bending Moment Section SectionRafters selected Rafter on Rafter for bending for bending Modulus Modulus

ft # lbs lbs-in Psi lbs-in

14.268 6.498 28 2737.673 15.990 18000 124020000 58591.677 3.255 53.351

Rafter of Outer Ring (R-2) C 7 x 14.775

Weight / Length 21.94 Total weight ofLoad 215.24 N/m Rafter (outer)(Kg) 2673Section Modulus 127.51Bending Moment 509.11 N-mSection Modulus 4.11 cm^3Due to the Section

Total Section Modulus 57.46 cm^3Remarks Safe

Rafters of Inner Ring (R - 1).

Length of Area No. of Rafter Weight on each Distri-Load Allowable stress Allowable stress Bending Moment Section SectionRafters selected Rafter on Rafter for bending for bending Modulus Modulus

ft # lbs lbs-in Psi lbs-in

15.170 4.695 16 1978.008 10.866 18000 124020000 45009.569 2.501 40.984

SELECTED SECTION W 10 x 17AISC STANDARD

Weight / Length 25.29 Total weight ofLoad 248.08 N/m Rafter (outer)(Kg) 1872Section Modulus 265.52Bending Moment 663.31 N-mSection Modulus 5.35 cm^3Due to the Section

(H1)

inch3

feet2 meter2 lb/ft2 lb/ft2 lb/ft2

m2 N/m2 in3 cm3

m2 N/m2 in3 cm3

Total Section Modulus 46.33 cm^3Remarks Safe

'file:///tt/file_convert/5473c0a1b4af9f01268b466a/document.xls'#$TANK DESIGN

U 50 x 300

INPUTOUTPUT

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 Wt on Rafter Wt on Rafter Wt on Girder Allowable Allowable Length of Dist-Load on Bend-Moment Section SectionR-1 R-2 R-1 R-2 G-1 Stress Stress Girder G-1 G-1 For G-1 Modulus Modulus# # lbs lbs lbs Psi N / m² ft lbs/in lbs-in in3 cm3

4 7 1978.008 2737.673 13537.8712323383 18000 124020000 26.24 42.994 532850.61 29.60 485.19

SELECTED SECTION W 6 x 16AISC STANDARD

Weight / Length 23.80 Total Weight of Girder (Kg) 762Load / Length 233.48 N/mSection Modulus 159.31Bending Moment 1867.86 N-mSection Modulus 15.06 cm^3Due to the Section

Total Section Modulus 500.25 cm^3Remarks Not safe

COLUMN DESIGN

INPUTSOUTPUTSNote: Load on Column C-2 = Load on Girder + Weight of Girder

COLUMN OF FOUR SIDED POLYGONLoad on Wt. of Total wt. on Selected Size of Length of Unit wt. Misc. Total wt. Outside Inside Radius of Slenderness

Girder G-1 Girder G-1 Column C-2 Member Member Column wt. of Column Diameter Diameter Gyration Ratiolbs. lbs. lbs. DN (L) feet lbs/ft lbs. lbs. (R)inches inches (r) inches L/r

313537.87123234 419.84 13957.71 Pipe Sch 40 250 54.12 40.5600 330.75 16483.57 10.75 10.020 3.67 176.77

CHECKING OF COLUMN IN COMPRESSIONSee section 3.10.3.3 on page 3-44 of API - 650

Where

L = Unbraced length of column, in inchesr = Least radius of gyration of column, in inchesY = 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 Stress BucklingPSI PSI

0.099 6658.34 1172.22 Safe Safe

'file:///tt/file_convert/5473c0a1b4af9f01268b466a/document.xls'#$TANK DESIGN

CENTER COLUMN DESIGN

INPUTSOUTPUTS

Load on Wt. of Total wt. on Selected Size of Length of Unit wt. Misc. Total wt. Outside Inside Radius of SlendernessInner rafter inner rafter Center column Member Member Column wt. of Column Diameter Diameter Gyration Ratio

lbs. lbs. lbs. DN (L) feet lbs/ft lbs. lbs. (R)inches inches (r) inches L/r3

31648.12594383 4126.240 17887.183 Pipe Sch. 40 250 51.9224 40.5600 661.5 20654.657 10.750 10.020 3.674 169.592

CHECKING OF COLUMN IN COMPRESSIONSee section 3.10.3.3 on page 3-44 of API - 650

Where

L = Unbraced length of column, in inchesr = Least radius of gyration of column, in inchesY = 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 Stress BucklingPSI PSI

0.099 6888.6649875 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 DATAService HFO 23200 See Table 3-2 on pageCapacity 2739 m^3 24900 3-7 of API - 650Type of tank Supported cone roof Specific Gravity of Liquid (G) 0.96Dia of tank (feet) 49.20 Corrosion Allowance (CA) 0.118 By ClientHeight of tank (feet) 50.84Slope of roof 1:5Slope of bottom 1:100. Width Length

Full coarse Full width A 1220 2439Plate Data Full coarse Partial width B 1220 2148Plate width (meter) 2.439 Partial coarse Full width C 983 2439Plate height (meter) 1.2195 Partial coarse Partial width D 983 2148

78501080

INPUT 540OUTPUT 810

SHELL

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)]

Cma= Max. allowable compression, in PSI

Cma Cinduced

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)]

Cma= Max. allowable compression, in PSI

Cma Cinduced

Allowable Design Stress (Sd) PSIAllowable Test Stress (St) PSI

Den. of mat. (Kg/m3)

By one foot method. See sec. 3.6.3.2on page 3-7 of API - 650

Course # Liq. height Height of Design shell Design shell Hyd. shell Adopted shell Selected Min.from bottom in tank each Course thickness thickness thickness thickness shell thickness

of tank (H)ft mm inches mm inches (mm) (mm)

1 50.8 1220 0.382 10.0 0.256 10 102 46.8 1220 0.361 10.0 0.235 10 103 42.8 1220 0.340 9.0 0.215 9 94 38.8 1220 0.318 9.0 0.194 9 95 34.8 1220 0.297 8.0 0.174 8 86 30.8 1220 0.276 8.0 0.153 8 87 26.8 1220 0.255 7.0 0.133 7 78 22.8 1220 0.234 6.0 0.112 7 79 18.8 1220 0.213 6.0 0.092 7 7

10 14.8 1220 0.191 5.0 0.071 7 711 10.8 1220 0.170 5.0 0.051 7 712 6.8 1220 0.149 4.0 0.030 7 713 2.8 866 0.128 4.0 0.009 7 7

Note: According to sec. 3.6.1.1 min. thk.of tank of dia. 50ft to <120ft should be 1/4 inches.

Course # # of full Size full plate # of partial Sise of Shell Weightfrom bottom plates in in each course plates in partial plate of each

of tank shell per (Width) (Height) shell per (Width) (Height) coursecourse mm mm course mm mm Kg

1 19 2439 1220 1 783 1220 4511 19.320794822 19 2439 1220 1 783 1220 4511 ``` 19.320794823 19 2439 1220 1 783 1220 4060 19.320794824 19 2439 1220 1 783 1220 4060 19.320794825 19 2439 1220 1 783 1220 3609 19.320794826 19 2439 1220 1 783 1220 3609 19.320794827 19 2439 1220 1 783 1220 3158 19.320794828 19 2439 1220 1 783 1220 3158 19.320794829 19 2439 1220 1 783 1220 3158 19.32079482

10 19 2439 1220 1 783 1220 3158 19.3207948211 19 2439 1220 1 783 1220 3158 19.3207948212 19 2439 1220 1 783 1220 3158 19.32079482

0 2439 0 0 0 0 00 0 0 0 0 00 0 0 0 0 00 0 0 0 0 00 0 0 0 0 0

Total wt. of shell plate Kg. 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 mmWeight of Bottom Plate 16647 Kg

CURB ANGLESee Section 3.1.5.9 ( e ) of API 650 page 3-4

Size of curb angle 2x2x3/16Weight of Curb Angle 69.0 Kg

INTERMEDIATE WIND GIRDER (Using top course thickness) See section 3.9.7.1 on page 3-9 of API 650

By ClientTop shell Wind Vertical Vertical Min. req. Remarkscourse velocity dist. b/w dist. b/w section

thickness wind girder wind girder modulus & curb angle & curb angle

(t) (V) with 12%safety (Z)inches miles/hours feet feet

0.276 110 57.290 50.415 13.868 Wind girder req.0.276 110 57.290 50.415 13.868 Wind girder req.

'file:///tt/file_convert/5473c0a1b4af9f01268b466a/document.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 h

INPUTOUTPUT r r

Radius of Thickness of Height of Radius of Surface area Surface area Weight of Weight of Unit load Live load Over lape Total roofTank Roof plate roof cone cone of cone roof of cone roof roof plate roof plate of roof of roof load( r ) ft ( t ) ft (h) ft ( r ) ft Kg. lbs. 10%

24.6 0.02625 4.920 25.087 1977.213 183.783 11544.5 25455.707 12.875 25 1.287 39.162

'file:///tt/file_convert/5473c0a1b4af9f01268b466a/document.xls'#$TANK DESIGN

NUMBER OF RAFTERSSee sec. 3.10.4.5 on page 3-45 of API - 650

INPUTOUTPUT

Note : For the Tanks Dia greater than 10m but less than 20 m there should be two rings of Rafters.

Circumference Min Spacing Min No Primary No. Secondary No.of Tank of Rafters of Rafters of Rafters of Rafters

(L) ft (s) ft # # #

154.5664 6.2832 24.6 13 13As per sketch 'A'

DESIGN OF RAFTERS

INPUTOUTPUT

SKETCH ASECONDARY RAFTER

Length of Area No. of Rafter Weight on each Distri-Load Allowable stress Allowable stress Bending Moment Section SectionRafters selected Rafter on Rafter for bending for bending Modulus Modulus

ft # lbs lbs-in Psi lbs-in

14.268 6.498 13 2737.673 15.990 18000 124020000 58591.677 3.255 53.351

Rafter of Outer Ring (R-2) I-220

Weight / Length 31.10 Total weight ofLoad 305.09 N/m Rafter (outer)(Kg) 1759

(td) (td) (tt)

(H1)

inch3

feet2 meter2 lb/ft2 lb/ft2 lb/ft2

m2 N/m2 in3 cm3

Section Modulus 277.84Bending Moment 721.64 N-mSection Modulus 5.82 cm^3Due to the Section

Total Section Modulus 59.17 cm^3Remarks 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 Area No. of Rafter Weight on each Distri-Load Allowable stress Allowable stress Bending Moment Section SectionRafters selected Rafter on Rafter for bending for bending Modulus Modulus

ft # lbs lbs/in PSI lbs-in

24.600 2.000 13 842.641 2.854 18000 124020000 41457.928 2.303 37.750Use Menu Control A - Rafter - Selection of SectionSELECTED SECTION W 10 x 12

AISC STANDARDWeight / Length 17.85 Total weight ofLoad 175.11 N/m Rafter (outer)(Kg) 1741Section Modulus 178.65Second Moment of Area 53.8Bending Moment 1231.26 N-mSection Modulus 9.93 cm^3Due to the Section

Total Section Modulus 9.93 cm^3Remarks Safe

Actual Stress in Rafter 3803.48 PSIRemarks Safe

Max. Allowable deflection 20.83 mmMax. Deflection at free end 26.09 mmRemarks Not Safe

m2 N/m2 in3 cm3

12.880512.880512.880512.880512.880512.880512.880512.8805 CURB ANGLE Weight -81.273554712.8805 2x2x3/16 1.107 -103.53882312.8805 2x2x1/4 1.447 7143.63934612.8805 3x3x3/8 3.26512.880512.880512.880512.880512.880512.880512.880512.880512.880512.880512.880512.880512.880512.880512.880512.880512.880512.880512.8805

{menucall main}

Dia<=3m 3<Dia<=10m 10<Dia<=20m 20<Dia<=35m

{MENUCALL SHEL{MENUCALL ma{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 Rafter Selection of SectionSelect a Section{menucall menuraft2}

Design Data Shell Roof Rafter Center Pole

{goto}sc~ {goto}scz~ {goto}rc~ {goto}raftera~{Men{goto}col1~

Number of Rafter Selection of SectionSelect a Section{menucall menuraft4}

Rafters of OuterRafters of Inner Ring GirderRafters of Outer Ring ({R}/RV~RAFT/RVAISC~R/RVAISC~RAFTI /RVAISC~GIRD1Rafters of Inner Ring ({R}/RV~RAFT/RVDIN~RA/RVDIN~RAFTI1/RVDIN~GIRD1

{goto}a1~ {goto}roof~ {GOTO}RAFTER~{MENU{GOTO}girder~{ME{goto}column~ {goto}cENTREPOLE~ Girder {R}/RV~gird /RVBS~RA /RVBS~RAFTI1~/RVBS~GIRD1~

Rafters of OuterRafters of Inner Ring GirderData Entry Selection of Se 1 Data Entry Selection of Sectio 1 AISC /RVAISCA~/RVAISCA~RAFT/RVAISCA~GIRD1~

1 DIN /RVDINA~R/RVDINA~RAFTI/RVDINA~GIRD1~{MENUCALL RA1 /RVGIRDER2~WHERE1 BS /RVBSA~R /RVBSA~RAFTI /RVBSA~GIRD1~

/RVRAFTO~WHERE2~{/RVRAFTI~WHERE2~{g1

INTERNATIONAL LOCALSelect a rafter fr Select a rafter * DIN-CHANNEL DIN I-BEAM{menucall aisc} {menucall loca*

{goto}DCSHAPE~{g{goto}DISHAPE~{go1AISC DIN BS {r}/rv~raft~{r}/rv~{r}/rv~raft~{r}/rv~ 1AISC-STANDARDDIN-STANDARBS-STANDARD{menucall wshap {menucall dinchan}

W - SHAPES M SHAPE AMER. STD. CHAN. S-SHAPES

{goto}WSHAPE~{g{goto}MSHAPE~{go{goto}ACSHAPE~{g{goto}SSHAPE~{*{r}/rv~raft~{r}/rv {r}/rv~raft~{r}/rv~{r}/rv~raft~{r}/rv~ {r}/rv~raft~{r}/ *

LOCAL CHANNEL LOCAL GIRDER (I-BE LOCAL ANGLE

Without Column With Column

{menucall shell3}{menucall shell4}Design Data Shell & Bottom Roof Rafter Girder Column Center Column

{goto}sd~ {goto}sda~ {goto}se~ {menucall main3 {menucall main4}{goto}cola~ {goto}colb~

Data Entry Selection of Section Data Entry Selection of SectionSelect a Section Select a Section

{goto}rafti~ {menucall menuraftii} {goto}gird~ {menucall menuraft5}

Rafter of Outer Ring Rafter of inner Ring 1

{menucall menurafti{menucall menuraftiiii}

Design Data Shell & Bottom Roof Rafter

{goto}bia~ {goto}sba~ {goto}sbb~ {menucall main5}

Secondary Rafter Primary 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 SHAPESS NO. SIZE Wt. (kg/m) S (cm^3) 2nd Moment of Area

1 W 4 x 13 19.34 89.49 AISC STANDARD 11.32 W 6 x 9 13.39 91.13 AISC STANDARD 16.43 W 6 x 12 17.85 119.81 AISC STANDARD 22.14 W 8 x 10 14.88 128.01 AISC STANDARD 30.85 W 5 x 16 23.80 139.48 AISC STANDARD 21.36 W 6 x 16 23.80 159.31 AISC STANDARD 32.17 W 8 x 13 19.34 162.42 AISC STANDARD 39.68 W 5 x 19 28.26 167.18 AISC STANDARD 26.29 W 6 x 15 22.31 167.18 AISC STANDARD 29.1

10 W 10 x 12 17.85 178.65 AISC STANDARD 53.811 W 8 x 15 22.31 193.40 AISC STANDARD 4812 W 6 x 20 29.75 219.63 AISC STANDARD13 W 10 x 15 22.31 226.18 AISC STANDARD14 W 8 x 18 26.78 249.13 AISC STANDARD15 W 10 x 17 25.29 265.52 AISC STANDARD16 W 6 x 25 37.19 273.71 AISC STANDARD17 W 8 x 21 31.24 298.30 AISC STANDARD18 W 10 x 19 28.26 308.13 AISC STANDARD19 W 8 x 24 35.70 342.55 AISC STANDARD20 W 10 x 22 32.73 380.25 AISC STANDARD21 W 8 x 28 41.65 398.28 AISC STANDARD22 W 8 x 31 46.11 450.73 AISC STANDARD23 W 10 x 26 38.68 457.28 AISC STANDARD24 W 8 x 35 52.06 511.37 AISC STANDARD25 W 10 x 30 44.63 531.04 AISC STANDARD26 W 10 x 33 49.09 573.65 AISC STANDARD27 W 8 x 40 59.50 581.85 AISC STANDARD28 W 10 x 39 58.01 690.02 AISC STANDARD29 W 8 x 48 71.40 709.69 AISC STANDARD30 W 10 x 45 66.94 804.75 AISC STANDARD31 W 8 x 58 86.28 852.28 AISC STANDARD32 W 10 x 49 72.89 894.89 AISC STANDARD33 W 10 x 54 80.33 983.40 AISC STANDARD34 W 8 x 67 99.66 989.96 AISC STANDARD35 W 10 x 60 89.25 1093.21 AISC STANDARD36 W 10 x 68 101.15 1240.72 AISC STANDARD37 W 10 x 77 114.54 1407.90 AISC STANDARD38 W 10 x 88 130.90 1614.42 AISC STANDARD39 W 10 x 100 148.75 1835.68 AISC STANDARD40 W 10 x 112 166.60 2065.14 AISC STANDARD

AISC - AMER.STD. CHANNELS NO. SIZE Wt. (kg/m) S (cm^3) 2nd Moment of Area

1 C 3 x 4.1 6.10 18.03 AISC STANDARD2 C 3 x 5 7.44 20.32 AISC STANDARD3 C 3 x 6 8.93 22.62 AISC STANDARD4 C 4 x 5.4 8.03 31.63 AISC STANDARD5 C 4 x 7.25 10.78 37.53 AISC STANDARD6 C 5 x 6.7 9.97 49.17 AISC STANDARD7 C 5 x 9 13.39 58.35 AISC STANDARD8 C 6 x 8.2 12.20 71.79 AISC STANDARD9 C 6 x 10.5 15.62 82.93 AISC STANDARD

10 C 6 x 13 19.34 95.06 AISC STANDARD11 C 7 x 9.8 14.58 99.65 AISC STANDARD12 C 7 x 12.25 18.22 113.58 AISC STANDARD13 C 7 x 14.77 21.94 127.51 AISC STANDARD14 C 8 x 11.5 17.11 133.41 AISC STANDARD15 C 8 x 13.75 20.45 148.00 AISC STANDARD16 C 8 x 18.75 27.89 180.29 AISC STANDARD

AISC - S-SHAPESS NO. SIZE Wt. (kg/m) S (cm^3) 2nd Moment of Area

1 S 3 x 5.7 8.48 41.30 AISC STANDARD2 S 3 x 7.5 11.16 48.02 AISC STANDARD3 S 4 x 7.7 11.45 99.65 AISC STANDARD4 S 4 x 9.5 14.13 110.80 AISC STANDARD5 S 5 x 10 14.88 201.60 AISC STANDARD6 S 5 x 14.75 21.94 249.13 AISC STANDARD7 S 6 x 12.5 18.59 362.22 AISC STANDARD8 S 6 x 17.25 25.66 431.06 AISC STANDARD9 S 7 x 15.3 22.76 601.51 AISC STANDARD

10 S 7 x 20 29.75 694.94 AISC STANDARD11 S 8 x 18.4 27.37 944.06 AISC STANDARD12 S 8 x 23 34.21 1063.71 AISC STANDARD

AISC - M-SHAPESS NO. SIZE Wt. (kg/m) S (cm^3) 2nd Moment of Area

1 M 6 x 4.4 6.55 39.34 AISC STANDARD2 M 8 x 6.5 9.67 75.72 AISC STANDARD3 M 10 x 7.5 11.16 107.68 AISC STANDARD4 M 5 x 18.9 28.11 157.84 AISC STANDARD

DIN STANDARD - CHANNELS NO. SIZE Wt. (kg/m) S (cm^3) 2nd Moment of Area

1 U 30x15 0.09 1.69 DIN STANDARD2 U 30 x 30 0.23 4.26 DIN STANDARD3 U 40 x 20 0.27 3.79 DIN STANDARD4 U 40 x 40 0.50 7.05 DIN STANDARD5 U 50 x 25 0.60 6.73 DIN STANDARD6 U 50 x 50 0.94 10.59 DIN STANDARD7 U 50 x 60 1.13 10.49 DIN STANDARD8 U 50 x 65 2.05 17.69 DIN STANDARD

9 U 50 x 80 3.78 26.48 DIN STANDARD10 U 50 x 100 7.35 41.18 DIN STANDARD11 U 50 x 120 13.00 60.66 DIN STANDARD12 U 50 x 140 21.60 86.35 DIN STANDARD13 U 50 x 160 33.02 115.93 DIN STANDARD14 U 50 x 180 48.20 149.91 DIN STANDARD15 U 50 x 200 68.19 190.89 DIN STANDARD16 U 50 x 220 96.04 244.86 DIN STANDARD17 U 50 x 240 128.53 299.82 DIN STANDARD18 U 50 x 260 172.08 370.78 DIN STANDARD19 U 50 x 280 224.20 447.74 DIN STANDARD20 U 50 x 300 286.68 534.69 DIN STANDARD

DIN STANDARD - I-BEAMS NO. SIZE Wt. (kg/m) S (cm^3) 2nd Moment of Area

1 I-80 5.94 19.49 DIN STANDARD2 I-100 8.34 34.18 DIN STANDARD3 I-120 11.10 54.67 DIN STANDARD4 I-140 14.30 81.85 DIN STANDARD5 I-160 17.90 116.93 DIN STANDARD6 I-180 21.90 160.91 DIN STANDARD7 I-200 26.20 213.87 DIN STANDARD8 I-220 31.10 277.84 DIN STANDARD9 I-240 36.20 353.79 DIN STANDARD

10 I-260 41.90 441.74 DIN STANDARD11 I-280 47.90 541.68 DIN STANDARD12 I-300 54.20 652.62 DIN STANDARD13 I-320 61.00 781.54 DIN STANDARD14 I-340 68.00 922.46 DIN STANDARD15 I-360 76.10 1089.36 DIN STANDARD16 I-380 84.00 1259.26 DIN STANDARD17 I-400 92.40 1459.14 DIN STANDARD

INTERNATIONAL LOCALSelect a rafter fr Select a rafter 1{menucall aisc1} {menucall loca1

AISC DIN BSAISC-STANDARDDIN-STANDARBS-STANDARD{menucall wshap {menucall dinchan1}

W - SHAPES M SHAPE AMER. STD. CHAN. S-SHAPES DIN-CHANNEL DIN I-BEAM

{goto}WSHAPE~{{goto}MSHAPE{goto}ACSHAPE~{goto{goto}SSHAPE~{go1 {goto}DCSHAPE~{g{goto}DISHAPE~ 1{r}/rv~raftb~{r} {r}/rv~raftb~{{r}/rv~raftb~{r}/rv~ra{r}/rv~raftb~{r}/r 1 {r}/rv~raftb~{r}/rv {r}/rv~raftb~{r} 1

DIN-CHANNEDIN I-BEAMINTERNATIONAL LOCAL INTERNATIONAL LOCALSelect a rafter fr Select a rafter 1 Select a rafter from Select a rafter fr 1 {goto}DCSHA{goto}DIS 1{menucall aisc2} {menucall loca1 {menucall aisc3} {menucall local} 1 {r}/rv~raftc~{r}/rv~raf 1

AISC DIN BS AISC DIN BSAISC-STANDARDDIN-STANDARBS-STANDARD AISC-STANDARD DIN-STANDARD BS-STANDARD{menucall wshap {menucall dinchan2} {menucall wshapes3{menucall dinchan3}

W - SHAPES M SHAPE AMER. STD. CHAN. S-SHAPES W - SHAPES M SHAPE AMER. STD. CHAN. S-SHAPES DIN-CHANNEDIN I-BEAM

{goto}WSHAPE~{{goto}MSHAPE{goto}ACSHAPE~{goto{goto}SSHAPE~{go1 {goto}WSHAPE~{go{goto}MSHAPE~{{goto}ACSHAPE~{{goto}SSHAP 1 {goto}DCSHA{goto}DIS 1{r}/rv~raftc~{r}/{r}/rv~raftc~{{r}/rv~raftc~{r}/rv~ra {r}/rv~raftc~{r}/r 1 {r}/rv~raftd~{r}/rv {r}/rv~raftd~{r} {r}/rv~raftd~{r}/ {r}/rv~raftd~1 {r}/rv~raftd~{r}/rv~raf 1

INTERNATIONAL LOCALSelect a rafter fr Select a rafter 1 DIN-CHANNEL DIN I-BEAM{menucall aisc4} {menucall loca1

{goto}DCSHAPE~{g{goto}DISHAPE~ 1AISC DIN BS {r}/rv~girda~{r}/rv {r}/rv~girda~{r}1AISC-STANDARDDIN-STANDARBS-STANDARD{menucall wshap {menucall dinchan4}

W - SHAPES M SHAPE AMER. STD. CHAN. S-SHAPES

{goto}WSHAPE~{{goto}MSHAPE{goto}ACSHAPE~{goto{goto}SSHAPE~{go 1{r}/rv~girda~{r}{r}/rv~girda~{{r}/rv~girda~{r}/rv~g {r}/rv~girda~{r}/r 1

DIN-CHANNEDIN I-BEAMINTERNATIONAL LOCAL INTERNATIONAL LOCALSelect a rafter fr Select a rafter 1 Select a rafter from Select a rafter fr 1 {goto}DCSHA{goto}DIS 1{menucall aisc5} {menucall loca1 {menucall aisc6} {menucall local} 1 {r}/rv~rafte~{r}/rv~raf 1

AISC DIN BS AISC DIN BSAISC-STANDARDDIN-STANDARBS-STANDARD AISC-STANDARD DIN-STANDARD BS-STANDARD{menucall wshap {menucall dinchan5} {menucall wshapes6{menucall dinchan6}

W - SHAPES M SHAPE AMER. STD. CHAN. S-SHAPES W - SHAPES M SHAPE AMER. STD. CHAN. S-SHAPES DIN-CHANNEDIN I-BEAM

{goto}WSHAPE~{{goto}MSHAPE{goto}ACSHAPE~{goto{goto}SSHAPE~{go 1 {goto}WSHAPE~{go{goto}MSHAPE~{{goto}ACSHAPE~{{goto}SSHAP 1 {goto}DCSHA{goto}DIS 1{r}/rv~rafte~{r} {r}/rv~rafte~{{r}/rv~rafte~{r}/rv~ra{r}/rv~rafte~{r}/r 1 {r}/rv~raftf~{r}/rv~{r}/rv~raftf~{r}/r{r}/rv~raftf~{r}/rv{r}/rv~raftf~{ 1 {r}/rv~raftf~{{r}/rv~raft1

DN OD 40 80 40 315 21.34 15.8 13.88 80 420 26.67 20.93 18.8525 33.4 26.64 24.332 42.16 35.04 32.4640 48.26 40.9 38.150 60.33 52.51 49.2565 73.03 62.71 59.0180 88.9 77.92 73.6690 101.6 90.12 85.44

100 114.3 102.26 97.18125 141.3 128.2 122.24150 168.28 154.06 146.34200 219.08 202.72 193.68250 273.05 254.51 242.93300 323.85 303.23 288.95350 355.6 333.34 317.5400 406.4 381 363.58

450 457.2 428.66 409.6500 508 477.88 455.62550 558.8 - 501.66600 609.6 574.7 547.72

3.92863.92863.92863.92863.92863.92863.92863.92863.92863.92863.92863.92863.92863.92863.9286

-89.3950332-124.827

6658.335633

-85.07161-113.1209696888.664988

234

/RVAISCA~GIRD1~/RVDINA~GIRD1~/RVBSA~GIRD1~