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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) 574 Worked examples The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN 914 x 305 x 201 Subject Chapter ref. ROAD BRIDGE Design code Made by RT Sheet no. BS 5450 Checked by GWO The compression members are designed at the ULS and the SLS to meet the requirements of Clause 12.2.3(a) and (b). Compression chord effective length: U-frame restraints are 10 m centres Effective length l e = k2k3k5 = (EIClRdR) Part 3 12.5.1 9.6.4.1.1.2 Ignoring the contribution of stiffness from the concrete slab Ic = 4.074 ¥ 10 9 mm 4 lR = 10000 mm E = 205000 N/mm 2 k2 = 1.0 k3 = 1.0 Take k 5 = 2.5 (assumes a moderately flexible end frame) d R d1 UB d = + + fd EI EI 3 2 2 3 1 2 2 2 (Taking account only of verticals) d1 = 4875 mm d 2 = 5327 mm I 1 = 1.861 ¥ 10 9 mm 4 I2 = 3.255 ¥ 10 9 mm 4 U = 0.5 B = 11100 mm f = 0.1 ¥ 10 -10 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 3 4875 d R = 3 ¥ 2. 05 ¥ 10 ¥ 1. 861 ¥ 10 d R = 6.21 ¥ 10 -4 Subject Chapter ref. ROAD BRIDGE Design code Made by RT Sheet no. BS 5450 Checked by GWO Worked examples 575 � effective length l e = 2.5 ¥ 1.0 ¥ (2.05 ¥ 10 5 ¥ 4.074 ¥ 10 9 ¥ 10000 ¥ 6.21 ¥ 10 -4 ) 0.25 l e = 21216 mm Effective length of vertical web members: For buckling in plane of truss l e = 0.7 l Part 3, T11 For buckling out of plane of truss le = 1.0 l Member design: 5 9 2 0. 5 ¥ 11100 ¥ 5327 + 2. 05 ¥ 10 ¥ 3. 255 ¥ 10 5 9 The individual members may now be designed. For guidance on the design of axially loaded members with bending, reference should be made to Chapters 14, 15 and 18. Further analysis may be required if the chosen members are found to be over or understressed. 19 8 - + 0. 1 ¥ 10 ¥ 5327 10 2
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