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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) 662 Worked example The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Problem r— 400 Subject Chapter ref. DESIGN OF COMPOSITE COLUMN Design code Made by RML Sheet no. EUROCODE 4 (1990 DRAFT) Checked byGWO Determine the envelope of design resistance to axial load, major axis moment and minor axis moment of the composite column shown below. Its effective length is 4 m. Column size 400 mm square Steel section 254 ¥ 254 ¥ 89 kg/m UC Grade S355 steel p y = 355 N/mm 2 Concrete grade fcu = 30 N/mm 2 (normal weight) Reinforcement 4 No. T12 bars f y = 460 N/mm 2 y .r:" •1 17777 /7/771 b:.LLIi L. 400 Cross-section through column y 30 Note: EC3 does not limit the design strength for steel for t £ 40 mm. 22 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) The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Column section properties Subject Chapter ref. DESIGN OF COMPOSITE COLUMN Design code Made by RML Sheet no. EUROCODE 4 (1990 DRAFT) Checked byGWO Area of section A s = 11400 mm 2 Area of reinforcement Ar = 4 ¥ p ¥ = 452 mm2 2 12 4 Area of concrete A c = 400 2 - 11400 - 452 = 148.1 ¥ 10 3 mm 2 Squash load (compressive resistance) of stocky column – equation 22.1 P u = A sp y + A r ¥ 0.87f y + A c ¥ 0.45f cu = (11.4 ¥ 10 3 ¥ 355 + 452 ¥ 0.87 ¥ 460 + 148.1 ¥ 10 3 ¥ 0.45 ¥ 30) ¥ 10 -3 = 6228 kN Tensile resistance of column P t = A sp y + A r ¥ 0.87f y = (11.4 ¥ 10 3 ¥ 355 + 452 ¥ 0.87 ¥ 460) ¥ 10 -3 = 4228 kN Moment resistance of column – major axis Determine position of plastic neutral axis (PNA) parallel to x-x axis of column. Assume that PNA lies at a distance Y into the web of the steel section. Concrete tensile strength is neglected. Equating tension and compression, it follows that the forces in flanges and reinforcement cancel out. 0 Tension H _______ 1260.4 _____ — PNA 11_°' 255.9 0 Worked example 663 22 2 69.8 Compression
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