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Moment & Shear Connection Design Between Column & Beam 
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Factored Bending Moment at Joint in KN-M = 150
Factored Shear At Joint in KN = 300
Factored Axial Force in KN ( -ve for Tension) = 0
Beam Depth in MM = 500
Beam Width in MM = 180
Beam Flange Thickness in MM = 17.2
Beam Web Thickness in MM = 10.2
Column Width in MM = 250
Column depth in MM = 300
Column Flange Thickness in MM = 10.6
Column Web Thickness in MM = 7.6
Column Radius at Root in MM = 11
Flange Plate Length {L1} in MM = 340
Flange Plate Width {L2} in MM = 150
Flange Plate Thickness {t1} in MM = 10
Web Plate Length {L3} in MM = 140
Web Plate Depth {L4} in MM = 310
Web Plate Thickness {t2} in MM = 12
Number of Bolts in Web = 10
Diameter of Web Bolts in MM = 20
Yield Stress {Fy} in N / MM2 = 250
Ultimate Stress {Fu} in N / MM2 = 410
Ordinery Black Bolt Grade = 4.6

Factored Force in Flange Plate in KN = 290.023
Capacity of Flange Plate in KN = 340.909
Capacity of Butt Weld in KN = 328.125
Min. Size of Fillet Weld Reqd. for Flange Plt. in MM = 6
Min. Size of Fillet Weld Reqd. for Web Plt. in MM = 6
Shear Capacity of Bolts in KN = 517.839
Bearing Capacity of Bolts in KN = 739.5
Capacity of Bolts in KN = 517.839
Shear Capacity of Web Plate in KN = 488.137
Provide Stiffners 116 x 6 MM On Either Side of Col. Web.
No Extra Column Web Plate Required.

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