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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) 748 Design of connections Table 26.8 Design checks for beam-to-beam fin plate connections Check Description Design rule no. 1 Essential detailing requirements See Fig. 26.19. 2 Capacity of bolt group connecting fin plate to The bearing capacity per bolt (Pbs) must be greater than the resultant force on the outermost bolt due web of supporting beam to direct shear and moment (Fs) 3a Plain end beams – For shear For bending strength of the beam at The shear capacity of For long fin plates the net section the beam (Pv) must be greater than the resistance of the net section must be greater reaction at the end of than the applied the beam (Fv) moment (Fva) 3b Notched beam – shear For shear For bending and bearing capacity of The shear capacity of The moment capacity of the supported beam the beam (Pv) must be greater than the reaction at the end of the beam at the notched section (pyZ ) must be greater than the applied the beam (Fv) moment Fva 3c Notched beams – local Basic requirements for the notch – see section stability of notched beams restrained against lateral torsional buckling 26.2.5.1. 3d Notched beams – overall See section 26.2.5.1 for checking the overall stability of notched beams unrestrained against lateral torsional buckling stability of a notched beam 4 Strength of fin plate at For shear For bending net section under The shear capacity of The moment capacity of bending and shear the fin plate (Pv) must be greater than the the fin plate (pyZ ) must be greater than the reaction at the end of the beam (Fv) applied moment (Fva) 5 Lateral torsional buckling The lateral torsional buckling resistance moment resistance of long fin plates of the fin plate (Mb) must be greater than the moment due to the end reaction and the distance a (Fva) 6 Strength of weld The leg length of the fillet weld must be greater connecting fin plate to supporting beam under bending and shear than 0.8 times the thickness of the fin plate 7 Local shear capacity of The local shear capacity of the supporting supporting beam web beam (Pv) must be greater than half the sum of the reactions at the ends of the beams either side ( Fv1 + Fv2) of the supporting beam web . 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) Ends of the main members prepared for full contact in bearing Lg Use packs if required External flange cover plates Internal flange cover plates Fig. 26.20 Column splice with ends prepared for bearing – same serial size Packs Division plate — 26.2.6.1 Ends prepared for contact in bearing Simple connections 749 Ends of main members to be prepared for full contact in bearing Fig. 26.21 Column splice with ends prepared for bearing – different serial size Typical details for this type of column splice are shown in Figs 26.20 and 26.21. In both cases the splice is constructed using web and flange cover plates, and packs are used to make up any differences in the thicknesses of the web and the flanges. The flange cover plates may be placed on either the outside or the inside of the column. Placing the cover plates on the inside has the advantage of reducing the overall depth of the column. Each column splice must be designed to carry axial compressive forces, the tension (if any) resulting from the presence of bending moments and any horizontal shear forces.
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