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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 WE 17.6 Initial sizing of plate girder Worked examples 499 Subject Chapter ref. PLATE GIRDERS Design code Made by TMR Sheet no. BS 5950: Part 1 Checked by BD The recommended span/depth ratio for simply supported noncomposite girders varies between 12 for short span girders and 20 for long span girders. Herein the depth is assumed to be span/15. span 30 000 d = = = 2000 mm 15 15 Estimate flange area assuming pyf = 255 N/mm 2 A f M 6 max 18952 ¥ 10 = = = 37160 mm dp 2000 ¥ 255 For non-composite girders the flange width is usually within the range 0.3 to 0.5 of the depth.Assume a flange 750 ¥ 50 = 37500 mm 2 . The minimum web thickness for plate girders in buildings usually satisfies t ≥ d/120. Assume the web thickness t = 15 mm, slightly less than d/120 due to the proposed transverse stiffening. WE 17.7 Section classification Assume girder with flanges 750 ¥ 50 mm and web 2000 ¥ 15 mm Flange yf For T = 50 mm pyf = 255 N/mm 2 12 12 e = Ê ˆ Á ˜ = Ë ¯ Ê 275 275 ˆ = 104 . p Ë ¯ yf 255 750 - 15 b = = 367. 5 mm 2 b 367. 5 = = 735 . T 50 Compact limiting value of b/T for welded sections is 9e = 9 ¥ 1.04 = 9.36. 2 17 3 3.1.1 Table 9 4.4.4.2(b) Table 9 Table 11 Note 2 Table 11
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) 500 Worked examples The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Subject Chapter ref. PLATE GIRDERS Design code Made by TMR Sheet no. BS 5950: Part 1 Checked by BD \ Flange is compact Web For t = 15 mm pyw = 275 N/mm2 b = 735 . < 936 . T e = 1 d 2000 = = 133 t 15 d = 133 > 120 e = 120 t \ Web is slender d Since > 63e the web must be checked for shear buckling t WE 17.8 Dimensions of web and flanges Assume a stiffener spacing a > 1.5d Minimum web thickness to avoid serviceability problems d 2000 t = 15 ≥ = = 250 250 To avoid the flanges buckling into the web d p yf t = ≥ mm Ê ˆ Ë ¯ Ê ˆ Ë ¯ = Ê ˆ Ë ¯ Ê ˆ Ë ¯ = 15 250 345 2000 255 591 . 250 345 WE 17.9 Moment resistance For sections with slender webs (and flanges which are not slender) three methods of design are specified. Method (b) is used herein. The moment is assumed to be resisted by the flanges alone while the web is designed for shear only. Mf = pyfAfhs 80 . mm OK where hs = 2000 + 50 = 2050 is the distance between the centroids of flanges Mf = 255 ¥ 750 ¥ 50 ¥ 2050 ¥ 10-6 = 19603 kNm Mf = 19603 > Mmax = 18952 kNm OK 17 4 Table 9 Table 11 4.4.5.1 4.4.3 4.4.3.2(b) 4.4.3.3(b) 4.4.4 4.4.4.2(b)
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