| 1 |
Design for weld between column and plate |
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ISMB 600 |
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200 |
KN |
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Grade of steel |
Fe410 |
E250 |
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Fe250 |
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<![endif]--><!-- [if !vml]--><!--[endif]-->
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Ultimate strength |
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Fu |
410 |
N/mm^2 |
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Angle 100 x100 x 12 |
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Yield strength |
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Fy |
250 |
N/mm^2 |
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Partial safety factor for shop weld |
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1.25 |
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Partial safety factor for material |
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1.1 |
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500 |
D |
Depth of I section |
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10.2 |
tw |
Web thickness of I section |
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17.2 |
tf |
Flange thickness of I section |
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| 2 |
Design of bolt |
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For Fe410 grade of steel |
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fu |
410 |
N/mm^2 |
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Bolt dia |
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Bolt grade |
8.8 |
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fub |
800 |
N/mm^2 |
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20 |
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60 |
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Try with bolt of dia |
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20 |
mm |
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NOS |
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40 |
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Gross area of bolt |
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Asb |
314.1593 |
mm^2 |
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3 |
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60 |
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mm |
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50 |
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Net area of bolt |
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Anb |
245.0442 |
mm^2 |
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| 3 |
Strength of the bolt in double shear |
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Vnsb |
181.0897 |
Kn |
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Flange of column |
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Vdsb |
144.8718 |
Kn |
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| 4 |
Strength of the bolt in bearing |
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Vdpb=2.5*Kb*d*tw*fu/Ymb |
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e/(3*d0) |
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0.666667 |
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Check for edge distance |
Case-1 |
Case-2 |
Status |
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p/(3*d0)-0.25 |
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0.75 |
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mm |
mm |
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fub/fu |
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1.95122 |
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Minimum edge distance |
37.4 |
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Safe |
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1 |
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1 |
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Maximum edge distance |
122.4 |
80.8 |
Safe |
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Kb= min of above 4 values |
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0.666667 |
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Vnpb |
111.52 |
mm |
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Check for pitch distance |
Case-1 |
Case-2 |
Status |
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Design strength |
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Vdpb |
89.216 |
Kn |
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Strength of one bolt is the minimum of Vdsb & Vdpb |
89.216 |
Kn |
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Minimum pitch distance |
50 |
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Safe |
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Strength of 3 bolt |
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267.648 |
Kn |
SAFE |
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Maximum pitch distance |
163.2 |
200 |
Safe |
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