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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) 666 Worked example The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Plastic moment resistance about y-y axis Subject Chapter ref. DESIGN OF COMPOSITE COLUMN Design code Made by RML Sheet no. EUROCODE 4 (1990 DRAFT) Checked byGWO Take moments about Xp Mpy = ¥ 0.87 ¥ 460 ¥ 10-6 ¥ (400 - 30 ¥ 2 - 12) + 10.5 ¥ 225.8 ¥ ( X + 452 2 10. 5 ) ¥ 355 ¥ 10-6 2 + ¥ 17.3 ¥ 355 ¥ 10-6 ÈÈ 255. 9 10. 5 255. 9 10. 5 - - ˘ + È + + ˘ ˘ Í X X ÎÎÍ 2 2 ˚˙ ÎÍ 2 2 ˚˙ ˙ ˚ + (1051.6 - 5.4X - 3.1 - 28.7 + 0.2X) ¥ 10-3 2 Mpy = 29.7 + 5.8 + 201.6 + 97.6 = 334.7 kNm 0.9 M py = 301.2 kNm Compressive resistance of column subject to co-existing moment of M py Po,y = Po,x = 1999 kN 2 2 X p 22 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 Subject Chapter ref. DESIGN OF COMPOSITE COLUMN Design code Made by RML Sheet no. EUROCODE 4 (1990 DRAFT) Checked byGWO Effect of column slenderness Modular ratio ae = = = 15.2 Second moment of area of column – major axis bending Ixx � Ixs = 143.0 ¥ 106 mm4 E s 450 fcu 3 205 ¥ 10 450 ¥ 30 4 È 452 2 I xs + ¥ ( 400 - 60 - 12) ˘Ê 1 1 - ˆ 400 + ÎÍ 4 ˚˙ Ë a ¯ e 12 1 ¥ ae Ixx = 285.3 ¥ 10 6 mm 4 Second moment of area of column – minor axis bending Iyy = Iys = 48.5 ¥ 106 mm4 4 È 452 2 I ys + ¥ ( - - ) ˘Ê 1 - ˆ 400 400 60 12 1 + ÎÍ 4 ˚˙ Ë a ¯ e 12 1 ¥ ae Iyy = 197.0 ¥ 10 6 mm 4 Pu = 6228 kN squash load – see calculation sheet no. 2 Slenderness factor = = leff = p(Es/py) 0.5 = 0.5 p (205 ¥ 103 /355) 0.5 l 05 . L Ê Puˆ Á ˜ p Ë E sSIyy¯ 3 05 . 4000 Ê 6228 ¥ 10 ˆ Á 05 3 6˜ = . p Ë 205 ¥ 10 ¥ 197. 0 ¥ 10 ¯ l � 38 From BS 5950: Part 1 Table 27(c) Axial strength p c = 308 N/mm 2 Worked example 667 22 6
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