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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) 648 Worked examples The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN 426 kNrn 1.5m 48m H >< 6.3 m Subject Chapter ref. DESIGN OF CONTINUOUS COMPOSITE BEAM Design code Made by RML Sheet no. BS 5950: Parts 1 & 3 Checked by TCC 5.3.3 and 5.3.4 as appropriate for a segment adjacent to a plastic hinge where lLT < lLO. Further, the restraint detail can only be considered effective where sufficient shear studs are welded around the web stiffeners on the top flange of the beam to allow a load path for the restraining forces to develop. The distortional restraint provided by the web has been neglected. However, it is reasonable to take: n = 0.95; u = 0.88; vt = 0.9 such that l max = and Lmax (say 1500 mm) = 39.9 ¥ 39.7 = 1582 mm Check the stability of the remaining portion of the beam Moment at the above position = 30 095 . ¥ 088 . ¥ 09 . 63 . - 15 . ¥ 426 = 325 kNm 63 . = Moment along beam 39. 9 Point of contraflexure 5.7 m In accordance with Clause 4.3.5.3(d)-BS 5950-1:2000, the point of contraflexure for a composite beam (Db £ 550 mm ) may be assumed to be a virtual lateral restraint to the bottom flange when determining the segment length LLT 21 12
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 v t = È 1 Í 1 + Ê l ˆ Í 1 Î 40 Ë x ¯ ˘ ˙ ˙ ˚ = 087 . The beam segment is stable. Worked examples 649 Subject Chapter ref. DESIGN OF CONTINUOUS COMPOSITE BEAM LLT = 48 . m fi l = 4800 39. 7 = 121 G. 241 . . l = nuv l n = 10 . , u = 088 . Design code Made by RML Sheet no. BS 5950: Parts 1 & 3 Checked by TCC fi l = 1. 0 ¥ 0. 88 ¥ 0. 87 ¥ 121 = 93 fi p = 155 N/ mm TB b fi M = p S fi M = 186 kNm b b x b h s y = È 1 & ˘ = 087 . , since a = Í 2 1 + Ê l ˆ ˙ 2 Í 1 Î Ë x ¯ ˙ 40 ˚ t t So adequate restraint is provided by a single lateral restraint 1.5 m from the internal support. This is done by introducing a web stiffener at this point. Check natural frequency of beam 2 12 & b = 0, from G.4.2 fi m = 054 . For uniform member from G.2.1 (Fc = 0) mM M t x b TB t t t 0. 54 ¥ 325 = = 094 . < 10 . 186 To calculate the natural frequency of a continuous beam it is necessary to consider the mode shape of vibration. Because of the influence of the asymmetric inertial forces, the natural frequency is taken as the same as for a simply supported beam. 2 21 13 (Table 16) (Table G.1)
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