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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 Problem 960 mi Subject Chapter ref. COLUMN EXAMPLE 2 WELDED BOX Design code Made by DAN Sheet no. BS 5950: Part 1 Checked by GWO Check the ability of a 960 mm square box column fabricated from 30 mm thick S355 plate to withstand an axial compressive load of 22000 kN over an unsupported height of 15 m assuming that both ends are held in position but are provided with no restraint in direction. Design to BS 5950: Part 1. The problem is as shown in the sketches. mI Worked examples 427 Take effective length LE = 1.0 L Table 22 \ L E = 1.0 ¥ 15 ¥ 10 3 = 15000 mm Determine p c from Table 24, curve b Table 23 Since T > 16 mm, take p y = 345 N/mm 2 Table 11 Check section classification for pure compression. 3.5 Need only check section is not slender; Table 11 for flange b/T £ 40e e = ( 275 345) = 0. 9 15 1
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) 428 Worked examples The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN actual b/T = (960 - 2 ¥ 30)/30 = 30 limit = 0.9 ¥ 40 = 36.0 \ Section is not slender. Subject Chapter ref. COLUMN EXAMPLE 2 WELDED BOX Design code Made by DAN Sheet no. BS 5950: Part 1 Checked by GWO I = ( 960 ¥ 960 - 900 ¥ 900 ) 12 = 1. 61 ¥ 10 mm y A = 2 ¥ 30( 960 + 900) = 111600 mm g 10 r = ( 1. 61 ¥ 10 111600) = 380 mm y l = LE ry = = 15 2 4.3.7.1 Since section fabricated by welding, use Table 24 curve b with 4.7.5 p y = 345 - 20 = 325 N/mm 2 15000 380 39. 5 For l = 39.5 and p y = 325 N/mm 2 Table 27b value of p c = 293 N/mm 2 P c = A gp c = 111600 ¥ 293 4.7.4 = 32.7 ¥ 10 6 N = 32700 kN This exceeds required resistance of 22000 kN and section is OK. \ Use section shown in figure. 3 3 10 4 2
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