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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) 638 Worked examples The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Hence: v t = lTB = 1.0 ¥ 0.882 ¥ 0.58 ¥ 302 = 155 Subject Chapter ref. DESIGN OF CONTINUOUS COMPOSITE BEAM From Table 16 of BS 5950: Part 1, bending strength pb = 67 N/mm2 Buckling resistance moment Mb = 67 ¥ 1200 ¥ 103 ¥ 10-6 = 80.4 kNm Design code Made by RML Sheet no. BS 5950: Parts 1 & 3 Checked by TCC For uniform member with unrestrained compression flange (F c = 0), G.2.1 mM M t x b mt = equivalent uniform moment factor (G.4.2) With b t = 0, y = 0.58 (see G.2.3) Table G.1 gives m t = 0.56 mM M t x b È Í 1 Í Í 1 + Ê l ˆ ÎÍ 1 40 Ë x ¯ £ 1 0. 56 ¥ 104. 4 = = 073 . £ 1 80. 4 i.e. stable during construction. Maximum negative (hogging) moment (conservative) = 0.125wuL2 = 208.8 kNm Plastic moment resistance of steel section = 355 ¥ 1200 ¥ 103 ¥ 10-6 ˘ ˙ ˙ ˙ ˚˙ = 426 kNm > 208.8 kNm 2 05 . 05 . È Í 1 = Í Í 1 + Ê 302 ˆ ÎÍ 1 40 Ë 33. 8 ¯ 2 ˘ ˙ ˙ ˙ ˚˙ = 058 . and nt = 10 . 21 2
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 Worked examples 639 Subject Chapter ref. DESIGN OF CONTINUOUS COMPOSITE BEAM Design code Made by RML Sheet no. BS 5950: Parts 1 & 3 Checked by TCC Hence, the steel beam can support the loads during construction. Moment in mid-span of two-span beam after construction = 0.0703 ¥ (2.0 ¥ 3.0 + 0.6) ¥ 12 2 = 66.8 kNm Bending stress (elastic) Deflection of underside of beam after construction d o = = 2. 1 ¥ ( 2. 0 ¥ 3. 0 + 0. 6) ¥ 12000 384 ¥ 205 ¥ 10 ¥ 21600 ¥ 10 = 16. 9 mm ( span/ 710) Composite condition – ultimate loading Factored loading on composite beam wu = [ ( 50 . + 10 . ) ¥ 16 . + ( 05 . + 20 . ) ¥ 14 . ]¥ 30 . + 06 . ¥ 14 . = 40. 1kN/ m Design moment on composite beam Ratio of imposed load : dead load = 66. 8 ¥ 10 1058 ¥ 10 6 3 = 50 . + 10 . 20 . + 05 . + 06 . 30 . 63 N/ mm 4 3 4 = 222 . > 2 Therefore, the use of Table 21.2 is not permitted. However, calculate moments from pattern load cases as follows: 2 21 3
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