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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 Worked examples 503 Subject Chapter ref. PLATE GIRDERS Design code Made by TMR Sheet no. BS 5950: Part 1 Checked by BD WE 17.12 Shear buckling resistance of panels BC and DE The shear buckling resistance of panel BC is determined using the simplified method. d = 2000 mm t = 15 mm a = 3900 mm a d q w = 94 N/mm 2 V w = d t q w = 2000 ¥ 15 ¥ 94 ¥ 10 -3 = 2820 kN V P V cr Fv = 2206 < Vw = 2820 kN OK For panel DE a d 3900 d 2000 = = 195 . = = 133 2000 t 15 w v 2820 = = 4950 Ê Vw ˆ Ê 2820 ˆ Ë ¯ = 09 . Ë ¯ = 09 . = 1983 kN P 4950 5650 d 2000 = = 2. 825 = = 133 2000 t 15 qw = 89 N/mm 2 v 057 . 2 2 Vw = 2000 ¥ 15 ¥ 89 ¥ 10 -3 = 2670 kN Ê 2670 ˆ Ë ¯ Vcr = 09 . = 1778 kN 4950 2 F v = 520 < V w = 2670 kN OK 17 7 4.4.5.4
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) 504 Worked examples The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN WE 17.13 Load-carrying stiffener at A Subject Chapter ref. PLATE GIRDERS Design code Made by TMR Sheet no. BS 5950: Part 1 Checked by BD The stiffener should be designed for a compressive force Fe due to the support reaction plus a compressive force Ftf due to the anchor force F F F F H d x = e + tf = e +015 . q a F = 2300 kN H = 3193 kN ( see WE 17. 11) e q 2000 Fx = 2300 + 0. 15 ¥ 3193 ¥ = 2918 kN 1550 Try stiffener consisting of two flats 280 ¥ 22 mm. Check oustands For ts = 22 < 40 mm p ys = 265 N/mm 2 e = Ê Á Ë 12 12 ˆ ˜ = ¯ Ê 275 275 ˆ Ë 265 ¯ p ys = 102 . bs = 280 £ 13 e ts = 13 ¥ 1.02 ¥ 22 = 292 mm Since b s < 13 e ts design should be based on the net cross-section area As,net. Allowing 15 mm to cope for the web flange weld: 2 As, net = ( 280 -15) 22 ¥ 2 = 11660 mm Check bearing resistance of stiffener, neglecting resistance of web P s = pysAs,net = 265 ¥ 11660 ¥ 10 -3 = 3090 kN e 17 8 H.4.4 4.5.1.2 Table 9 4.5.2.2
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