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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) 754 Design of connections Multiple packs thickness, t grade 8.8 bolts Flange cover plate Projection, L1> B and 225mm Width, Wfp> B Thickness T!2 and 10mm D1 02 Web cover plate > 0.50 B 4 Web cover plate width 0.5D1 k Ii I Wf p Bi untorqued in clearance holes Packs arranged as necessary Fig. 26.24(a) Essential detailing requirements for a column splice with ends not prepared for bearing (external flange cover plates) Web cover plate at least 4No. M20, 8.8 bolts I D2 Bolts normally I o:II:o untorquedin ap 0 0 ILfp & hi0 clearance holes Lp °:hI;°i Packsarrangedas necessary fp Flange cover plate _______ Projection Lf Bi and 225mm B2 Width Wfp (Bi — t2 — 2r2)/2 Thickness Ti/2 and 10mm II ide bolt spacing for joint rigidity Fig. 26.24(b) Essential detailing requirements for a column splice with ends not prepared for bearing (internal flange cover plates)
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) Moment connections 755 Table 26.10 Design checks for column splices – ends not prepared for contact in bearing Check Description Design rule no. 1a Essential detailing requirements – flange cover plate on the outside See Fig. 26.24 1b Essential detailing requirements – flange cover plates on the inside See Fig. 26.24 2 Axial capacity of the For compression For tension flange cover plates The axial compressive The effective axial capacity of the cover tensile capacity of the plate (pyAfp) must be greater than the cover plate (pyAfp) must be greater than the maximum applied maximum applied tensile compressive force (F1max) force (F2max) 3 Shear capacity of bolt The shear capacity of the bolt group (reduction group connecting the flange cover plate to factor ¥ SPs of the bolt shear capacities) must be greater than the maximum applied compressive column flange force (F1max) 4 Bearing capacity of The bearing capacity of the flange cover flange cover plate connected to column flange plates (SPbs) must be greater than the maximum applied compressive force (F1,max) 5 Shear capacity of bolt The shear capacity of the connecting bolt group group connecting web cover plate to column (SPs) must be greater than half the axial compressive load (due to factored loads) in the web web FcAw of the smaller column ( F3 = 2A ) 6 Axial capacity of web cover plate The axial capacity of the web cover plate (py Awp) must be greater than half the axial load in the web of the smaller column (F3) 7 Bearing capacity of web cover plate connected The bearing capacity of the web cover plate (SPbs) must be greater than half the axial compressive to column web load in the web of the smaller column (F3) 8 Structural integrity of splice As Table 26.9 Note: The design check numbers may not match the check numbers given in Ref 1. Flush end-plate connections Extended end-plate connections Welded connections Each of these connection types is shown in Fig. 26.1. Choice of connection type is usually based on simplicity, duplication and ease of fabrication, all for economic reasons. Site welded joints are used extensively in the USA and Japan for the con-
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