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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) 772 Worked examples Subject Chapter ref. No. 1 COLUMN SPLICE Design code Made by DBM Sheet no. BS 5950 Checked by BD Check 4 – Shear capacity of bolt group connecting flange cover plate to column flange The basic requirement is that the shear capacity of the bolt group must be greater than or equal to the applied tensile force. The shear capacity of the bolt group is given by the following expression: Shear capacity of bolt group = Reduction factor ¥ SPs where Ps is the shear capacity of a single bolt The reduction factor is a factor to allow for the effects of packing. Shear strength of bolts a. Top bolts The shear capacity of the top bolts is limited by the bearing capacity of the flange plate. The bearing capacity is given by the smaller of the following two expressions: but Pbs = kbs d tp pbs Pbs £ 0.5 kbs e tp pbs 26 4 6.3.3.3 6.3.3.3 kbs = 1.0 d = 24 mm tp = 10 mm Table 32 pbs = 460 N/mm2 but 460 Pbs = 1. 0 ¥ 24 ¥ 10 ¥ kN 1000 = 110. 4 kN 460 Pbs £ 05 . ¥ 10 . ¥ 50¥ kN 1000 = 115 kN Pbs = 110.4 kN
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) Intermediate bolts Worked examples 773 Subject Chapter ref. No. 1 COLUMN SPLICE Design code Made by DBM Sheet no. BS 5950 Checked by BD The shear capacity is given by the following expression: P s = psAs 26 5 6.3.2.1 where A s is the shear area = 353 mm 2 Table 30 ps = 375 N/mm 2 353 Ps = 375 ¥ kN 1000 = 132. 4 kN Packing 6.3.2.2 The reduction factor is an empirical factor which allows for the effects of bending in the bolt due to thick packing 9d Reduction factor = 8d + 3tpa 9 ¥ 24 = = 079 . 8 ¥ 24+ 3¥ 27 Reduced shear capacity of bolt = 0.79 ¥ 132.4 = 104.6 kN < Pbs (110.4 kN) Shear capacity of joint Since the reduced shear capacity is less than the bearing capacity, shear bearing capacity will be critical for all the bolts. Shear capacity = 0.79 ¥ 6 ¥ 132.4 kN = 627.6 kN 627.6 kN > 33.33 kN Therefore the shear capacity is adequate.
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