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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) 566 Worked examples The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Subject Chapter ref. ROOF TRUSS Design code Made by RT Sheet no. BS 5950: Part 1 Checked by GWO Under Wind + Dead load the bottom chord goes into compression. By inspection, the bottom chord will require longitudinal ties. Assume that these ties are at quarter positions i.e. 6.25 m spacing. � L E = 6.25 ¥ 1.0 � p c = 56 N/mm 2 Table 24(a) P c = 16.9 ¥ 10 2 ¥ 56 ¥ 10 -3 = 94.6 kN > 87.1 kN OK � Use 90 ¥ 90 ¥ 5 RHS S275 with longitudinal ties at 6.25 m intervals. (C) Web members – member G-f Maximum tensile force = 70.7 kN Maximum compressive force = 33.8 kN Try using 40 ¥ 40 ¥ 3.2 RHS Allowable tensile force P t = 466 ¥ 275 ¥ 10 -3 4.6.1 = 128.2 kN > 70.7 kN � OK Effective length L E = 1.0 L Table 22 LE 3500 Slenderness l = = = r 15. 0 p c = 35 N/mm 2 Table 24(a) Allowable compressive force P c = 466 ¥ 35 ¥ 10 -3 Pc = 16.3 kN < 33.8 kN section is overstressed due to wind load reversal y 233. 3 19 7
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) The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Try using 80 ¥ 40 ¥ 4 RHS 3500 l = = 15. 9 Bolted site splice Subject Chapter ref. ROOF TRUSS Design code Made by RT Sheet no. 220 BS 5950: Part 1 Checked by GWO All shop connections to be welded Worked examples 567 � p c = 39 N/mm 2 Table 27(a) Allowable compressive force P c = 39 ¥ 888 ¥ 10 -3 Use 80 ¥ 40 ¥ 4 RIHS = 34.6 kN > 33.8 kN OK 19 Longitudiiwl tie positions midspan 8
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