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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) The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Subject Chapter ref. INITIAL DESIGN OF HIGHWAY BRIDGE Design code Made by ACGH Sheet no. BS 5400 Top Flange, A ft = A f (from Figure 4.23) ¥ K af Checked by GWO = 0.006 ¥ 0.85 = 0.0051 m 2 400 ¥ 15 Bottom Flange, A fb = A f (from Figure 4.23) ¥ K af = 0.014 ¥ 0.87 = 0.012 m 2 500 ¥ 25 Web, t w = t w (from Figure 4.23) ¥ K tw SPAN B = 10 ¥ 0.95 = 9.5 mm 10 mm web Span girder L/D = 40 m 175 . m = 22.9 Top Flange, Aft = Af (from Figure 4.23) ¥ Kaf = 0.009 ¥ 0.85 = 0.0077 m 2 400 ¥ 20 Bottom Flange, A fb = A f (from Figure 4.23) ¥ K af = 0.020 ¥ 0.87 = 0.0174 m 2 500 ¥ 35 Web, tw = tw (see Figure 4.23) ¥ Ktw SPAN C This is an end span so take L = 1.25 ¥ 32 m = 40 m Therefore sizes as Span B. Worked example 167 = 10 ¥ 0.95 = 9.5 mm 10 mm web 4 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) 168 Worked example The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Pier girders Subject Chapter ref. INITIAL DESIGN OF HIGHWAY BRIDGE Design code Made by ACGH Sheet no. BS 5400 Take L as the greater of the two adjacent spans i.e. assume L = 40 m at both supports. Therefore L/D = 40/1.75 = 22.9 Top Flange, A ft = A f (see Figure 4.22) ¥ K af Checked by GWO = 0.015 ¥ 0.87 = 0.0131 m 2 400 ¥ 35 Bottom Flange, A fb = A f (see Figure 4.22) ¥ K af = 0.030 ¥ 0.87 = 0.026 m 2 500 ¥ 55 Web, t w = t w (see Figure 4.22) ¥ K tw Steel Weight = 16.5 ¥ 0.95 = 15.7 mm 18 mm web Span A: L = 1.25 ¥ 24 m = 30 m Span B: L = 40 m Span C: L = 1.25 ¥ 32 m = 40 m 1 Mean Span = 4 4 4 È L + L2 Ln˘ ÎÍ n ˚˙ 30 40 3 40 = 37.5 = ... È ÎÍ + + 4 4 4 4 L/D = 37.5/1.75 = 21 kg/m 2 = kg/m 2 (from Figure 4.24) ¥ Kw (from Figure 4.20) = 142 kg/m 2 ¥ 1.03 = 146 kg/m 2 Therefore steel weight = 2 146 kg / m 1000 ¥ (24 m + 40 m + 32 m) ¥ 12 m wide = 168 tonnes ˘ ˚˙ 1 4 4 3
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