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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) 794 Worked examples where n is the number of bolts k bs = 1.0 Subject Chapter ref. No. 2 FIN PLATE CONNECTION Design code Made by DBM Sheet no. BS 5950 Checked by BD p bs = 460 N/mm 2 (for grade S275 steel) Table 32 e = 40 mm 1. 5 ¥ 4 ¥ 1. 0 ¥ 20 ¥ 7. 6 ¥ 460 Pbs = kN 1000 = 419. 5 kN but 0. 5 ¥ 4 ¥ 1. 0 ¥ 40 ¥ 7. 6 ¥ 460 Pbs £ kN 1000 = 279. 7 kN 279.7 kN > 75 kN Therefore the bearing capacity of the web is adequate. 26 19
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) 4no. M20 grade bolts 300mm long 50 356x 171 x45UB Gauge = 90 Worked examples 795 Subject Chapter ref. No. 3 WEB CLEAT CONNECTION Design code Made by DBM Sheet no. BS 5950 Checked by BD The connection is between a 356 ¥ 171 ¥ 45 UB (S275) beam and a 254 ¥ 254 ¥ 73 UC (S275) column. The end reaction of the simply supported beam due to factored loads is 185 kN. Refer to Table 26.3 for design checks. Check 2 – Shear capacity of bolt group connecting cleats to web of supported beam Basic check is: Ps ≥ Fs/2 The resulting shear force on the outermost bolt due to direct shear and moment is given by the following expression: F = ( F + F ) 2 2 1/ 2 s sv sm where Fsv is the force on the bolt due to direct shear Fsm is the force on the outermost bolt due to moment 26 1
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