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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) 642 Worked examples The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN The final term is small and may be neglected — — — - - — — Subject Chapter ref. DESIGN OF CONTINUOUS COMPOSITE BEAM Design code Made by RML Sheet no. BS 5950: Parts 1 & 3 Checked by TCC Mpc = È ( + ) ( - ) Í ¥ + ¥ - Î ˘ ¥ ˙ ˚ kNm kNm ¥ 406. 4 130 50 2715 2268 2715 2268 2 2 808 12. 8 10 4 = 551. 7 + 204. 1 -0. 8 = 755 > 554. 3 As there is sufficient reserve in the composite section, consider reducing the amount of shear connectors. Partial shear connection Zone of beam subject to positive (sagging) moment 2 1 M when z L M = = wL Ê 0; ˆ Ë 2 ¯ If M1 = 0.0625wuL2 (after redistribution) z = L/8 Zone of beam from point of zero to max. positive moment � 0.43 L Use two shear connectors every 300 mm 0. 43 ¥ 12000 ¥ 2 Number of shear connectors = = 34 300 Resistance of one shear connector in LWC u (see simple beam calculations) = 72 kN Rq = 0.8 ¥ 72 ¥ 34 = 1958 kN 2 21 6 -3
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 Degree of shear connection (R c < R s) K = 1958/2268 = 0.86 Worked examples 643 Subject Chapter ref. DESIGN OF CONTINUOUS COMPOSITE BEAM Design code Made by RML Sheet no. BS 5950: Parts 1 & 3 Checked by TCC Minimum shear connection L - 6 K > = 0.6 < 0.86 OK 10 As Rq > Rw; plastic neutral axis lies in steel flange Plastic moment resistance of section M R D R D Rq Ds Dp c = s + È ( - ) q s - ˘ 2 ÎÍ R 2 ˚˙ Mc = Ï ¥ + È ( - ) - ˘¸ Ì ˝ Ó ÎÍ ˚˙ ˛ kNm kNm ¥ 406. 4 1958 130 50 2715 1958 130 10 2 2268 2 = 551. 7 + 186. 9 = 738. 6 > 554. 3 Vertical shear resistance Shear resistance (to BS 5950: Part 1, Clause 4.2.6) P y = 0.6 ¥ 355 ¥ 406.4 ¥ 7.9 ¥ 10 -3 = 684 kN Applied shear force at internal support Fv = L M1 wu + 2 L = Ê wL u 125 . ˆ Ë 2 ¯ = 1. 25 ¥ 40. 1 ¥ 12 2 = 300. 7 kN F y = 0.44 Py < 0.5 Py So no reduction in moment resistance is necessary. c -3 21 7
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