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This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 746 Design of connections Table 26.7 Design checks for beam-to-beam end-plate connections Check Description Design rule no. 1 Essential detailing requirements See Fig. 26.16. 2 Shear capacity of bolt group The shear capacity of the bolt group (SPs) must be greater than the reaction at the end of the beam (Fv) 3 Shear and bearing For shear For bearing check of end-plate The shear capacity of The bearing capacity of the end-plate (Pv) must be greater than half the the end-plate (SPbs) must be greater than half the reaction at the end of the reaction at the end of the beam beam 4 Shear capacity of the The shear capacity of the beam web connected to supported beam web at the end-plate the end-plate (Pv) must be greater than the reaction at the end of the beam (Fv). 5 Capacity of fillet welds connecting end-plate to supported beam web The capacity of the fillet weld (Pweld) must be greater than the reaction at the end of the beam (Fv) 6a Notched beams – The elastic moment capacity at the notched bending capacity of reduced beam section at notch section (pyZ) must be greater than the applied moment (Fv(t + c)) 6b Notched beams – local Basic requirements for the notch – see section stability of notched beams restrained against lateral torsional buckling 26.2.5.1 6c Notched beams – See section 26.2.5.1 for checking the overall overall stability of notched beams unrestrained against lateral torsional buckling stability of a notched beam 7 Local shear and For shear For bearing bearing capacity of The local shear capacity The bearing capacity of supporting beam of the beam web (Pv) must be greater than half the beam web (Pbs) must be greater than the sum the sum of the reactions of reactions at the ends at the end of the beams of the beams either side either side of the of the web divided by the web relevant number of bolt Ê Fv1ˆ Fv2 Ë n ¯ 1 n2 rows : 2 + Ê Fv ( 2 ) ( Fv1 + Fv2) . 2 ˆ Ë ¯ . Fv ( 2 ) . Note: The design check numbers may not match the check numbers given in Ref 1.
This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) End projection, Length of fin plate, I > O.6D 26.2.6 Column splices All end and edge distances > 2d Either fin plate thickness or beam web thickness
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