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Steel Designers Manual - TheBestFriend.org

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This material is copyright - all rights reserved. Reproduced under licence from The <strong>Steel</strong> Construction Institute on 12/2/2007<br />

To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.<strong>org</strong>/<br />

<strong>Steel</strong> <strong>Designers</strong>' <strong>Manual</strong> - 6th Edition (2003)<br />

The<br />

<strong>Steel</strong> Construction<br />

Institute<br />

Silwood Park, Ascot, Berks SL5 7QN<br />

Column section properties<br />

Subject Chapter ref.<br />

DESIGN OF COMPOSITE<br />

COLUMN<br />

Design code<br />

Made by RML Sheet no.<br />

EUROCODE 4<br />

(1990 DRAFT)<br />

Checked byGWO<br />

Area of section A s = 11400 mm 2<br />

Area of reinforcement Ar = 4 ¥ p ¥ = 452 mm2 2 12<br />

4<br />

Area of concrete A c = 400 2 - 11400 - 452<br />

= 148.1 ¥ 10 3 mm 2<br />

Squash load (compressive resistance) of stocky column – equation 22.1<br />

P u = A sp y + A r ¥ 0.87f y + A c ¥ 0.45f cu<br />

= (11.4 ¥ 10 3 ¥ 355 + 452 ¥ 0.87 ¥ 460<br />

+ 148.1 ¥ 10 3 ¥ 0.45 ¥ 30) ¥ 10 -3<br />

= 6228 kN<br />

Tensile resistance of column<br />

P t = A sp y + A r ¥ 0.87f y<br />

= (11.4 ¥ 10 3 ¥ 355 + 452 ¥ 0.87 ¥ 460) ¥ 10 -3<br />

= 4228 kN<br />

Moment resistance of column – major axis<br />

Determine position of plastic neutral axis (PNA) parallel to x-x<br />

axis of column. Assume that PNA lies at a distance Y into the web<br />

of the steel section. Concrete<br />

tensile strength is neglected.<br />

Equating tension and<br />

compression, it follows that<br />

the forces in flanges and<br />

reinforcement cancel out.<br />

0 Tension<br />

H _______<br />

1260.4<br />

_____ — PNA<br />

11_°'<br />

255.9<br />

0<br />

Worked example 663<br />

22<br />

2<br />

69.8 Compression

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