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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 Subject Chapter ref. COLUMN EXAMPLE 3 ROLLED UNIVERSAL BEAM Design code Made by DAN Sheet no. BS 5950: Part 1 Checked by GWO A 457 ¥ 191 ¥ 89 UB in S275 steel is to be used as an axially loaded column over a free height of 7.0 m. Both ends will be held in position but not direction for both planes. The possibility exists to provide discrete bracing members capable of preventing deflection in the plane of the flanges only. Investigate the advisability of using such bracing. Clearly strength cannot exceed that for major axis failure. Check no. of intermediate (minor-axis) braces needed to achieve this. Take L Ex = 1.0 L minor axis \ L Ex = 1.0 ¥ 7.0 ¥ 10 3 = 7000 mm Worked examples 429 I major axis A = 114 cm 2 b/T = 5.42 Steelwork Design Guide ry = 4.28 cm d/t = 38.5 Vol 1 r x = 19.0 cm py = 265 N/mm 2 (for T = 17.7 mm) Section not slender Table 11 P c = Agpc 4.7.4 l x = LEx/rx = 7000/190 4.7.3 = 37 Use Table 24, curve a for pcx 15 1 Table 23
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) 430 Worked examples The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Subject Chapter ref. COLUMN EXAMPLE 3 ROLLED UNIVERSAL BEAM Design code Made by DAN Sheet no. BS 5950: Part 1 Checked by GWO For l = 37 and py = 265 N/mm 2 Table 24 value of p cx = 253 N/mm 2 Pcx = 11400 ¥ 253 = 2.884 ¥ 10 6 N Use Table 24, curve b for pcy = 2884 kN 15 2 & Table 23 For a p cy value of 253 N/mm 2 , value of ly � 30 Table 24 \ L Ey /42.8 = 30 and L Ey � 1284 mm \ to achieve a minor axis buckling resistance � 2987 kN would require 7.0 m height to be provided with 7000/1284 Æ 5 restraints L Ey /ry = (7000/6)/42.8 = 27 p cy = 256 N/mm 2 Table 24 P cy = 11400 ¥ 256 = 2.918 ¥ 10 6 = 2918 kN Not however that substantial improvements on the basic minor axis resistance for LEy = 7.0 m of 741 kN may be achieved for rather less restraints as shown below. no. of restraints P cy (kN) P cy /P cx 0 730 0.25 1 1972 0.68 2 2531 0.88 3 2645 0.92
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