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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) 534 Worked examples The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Subject BEAM-COLUMN EXAMPLE 1 Chapter ref. ROLLED UNIVERSAL COLUMN 18 Design code Made by DAN Sheet no. BS 5950: Part 1 Checked by GWO The determination of Pcy assumed that the section is not slender; similarly the use of Clause 4.8.3.3.1 in the present form presumes that the section is not slender. The actual stress distribution in the flanges will vary linearly due to the minor axis moment component of the load. Since the actual case cannot be more severe than uniform compression, check classification for pure compression. Flange limiting b/T = 15 Table 11 Web limiting d/t = 40 Actual b/T = 7.23 Actual d/t = 17.3 \ section is not slender 2 3.5
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 BEAM-COLUMN EXAMPLE 2 ROLLED UNIVERSAL BEAM 530 kNm N Worked examples 535 Subject Chapter ref. Design code Made by DAN Sheet no. BS 5950: Part 1 Checked by GWO Check the suitability of a 533 ¥ 210 ¥ 82 UB in S355 steel for use as the column in a portal frame of clear height 5.6 m if the axial compression is 160 kN, the moment at the top of the column is 530 kNm and the base is pinned. The ends of the column are adequately restrained against lateral displacement (i.e. out of the plane) and rotation. Loading corresponds to compression and major axis moment distributed as shown. Check initially over full height. ry = 4.38 cm u = 0.865 Steelwork Design Guide Sx = 2060 cm 3 x = 41.6 vol 1 A = 104 cm 2 py = 355 N/mm 2 Table 9 l y = 5600/43.8 = 128 4.7.2 l/x = 128/41.6 = 3.08 v = 0.91 Table 19 l LT = 0.865 ¥ 0.91 ¥ 128 = 101 4.3.6.7 p b = 139 N/mm 2 Table 16 M b = 139 ¥ 2060000 = 286 ¥ 10 6 Nmm 4.3.6.4 = 286 kNm 18 1
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