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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) 734 Design of connections Length of end-plate, I > 0.6D End plate t-, t= 8mm for UBs up to 457 x 191 t = 10mm for UBs 533 x 210 and over Supported beam Fig. 26.7 Typical minor axis flexible end-plate connections Hole diameter, Dh Dh = d + 2mm for d 24mm = d + 3mm for d > 24mm Bolt diameter, d / Gauge, g g = 140mm for 10mm thick plate g 90mm for 8mm thick plate Fig. 26.8 Essential detailing requirements for flexible end-plate connections is usually used for beams up to 457 ¥ 191 UBs. For UBs of 533 ¥ 210 and over a 10 mm thick end-plate combined with 140 mm cross-centres is recommended. The local shear capacity of the web of the beam must be checked and, because of their lack of ductility, the welds between the end-plate and beam web must not be the weakest link. The essential detailing requirements for this connection are shown in Fig. 26.8
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) Table 26.4 Design check for flexible end-plate connections Check Description Design rule no. Simple connections 735 1 Essential detailing requirements See Fig. 26.8 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 capacity 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 beam web at the endplate 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 beam web The capacity of the fillet weld (Pweld) must be greater than the reaction at the end of the beam (Fv). 6 Local shear and bearing For shear For bearing capacity of column web The local shear capacity The bearing capacity of of the column web (Pv) must be greater than half the column web (Pbs) must be greater than half the sum of the beam end the sum of the reactions reactions either side of either side of the column the column web web divided by the number of bolt rows Ê Fv1ˆ Fv2 Ë n ¯ 1 n2 2 + Ê Fv ( 2 ) ( Fv1 + Fv2) . 2 ˆ Ë ¯ . . Fv ( 2 ) . 7 Structural integrity – The tying capacity of the end-plate must be greater tension capacity of endplate than the tie force. 8 Structural integrity – The tension capacity of the beam web must be tension capacity of beam web greater than the tie force. 9 Structural integrity – weld The tension capacity of the beam web to end-plate tension capacity. weld must be greater than the tie force. 10 Structural integrity – The tension capacity of the tension bolt group must tension capacity of the bolts be greater than the tie force. Note: The design check numbers may not match the check numbers given in Ref 1. and the design checks are detailed in Table 26.4. The design procedure in Table 26.4 applies to beams connected to either a column flange or a column web and the procedure is equally applicable for partial and full depth endplates.
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