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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) 596 Worked example The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN / I 1 1 Neutral axis position ( ¥ + ) ¥ x = mm ( + ¥ + ¥ ) = 46. 5 2 56 50 22. 5 125 2 56 2 46. 5 Second moment of area È I = ¥ ¥ ( - ) + ¥ Î Í + ¥ ¥ + ¥ ¥ ( - ) mm trough mm m width ˘ 1. 2 46. 5 2 48. 8 22. 5 125 22. 5 2 50 2 2 56 2 56 24. 4 22. 5 12 ˚˙ 3 = 1. 2( 64. 3 + 63. 3 + 23. 3 + 0. 4) ¥ 10 3 4 = 181. 6 ¥ 10 / 3 4 = 605 ¥ 10 / Depth of web in compression = 26.3 mm Subject Chapter ref. DESIGN OF COMPOSITE SLAB Design code Made by RML Sheet no. BS 5950: Part 4 Checked by GWO web length = 56 mm be = 46.5 mm \efctive section d/t = 21.9 - it is not necessary to check for local buckling of web Elastic section modulus 3 605 ¥ 10 3 3 Ze = = 22. 5 ¥ 10 mm / m ( 49. 4 - 22. 5) Elastic moment resistance of section (sagging moment) Mc = Ze ¥ 0. 93 py = 22. 4 ¥ 10 ¥ 0. 93 ¥ 280 ¥ 10 = 58 . kNm > M ( see sheet 2) u 2 2 3 -6 (using a design strength of 0.93 p y as in BS 5950: Part 4) 20 3
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 Check deflection of slab after construction Bending moment on deck after construction = 2.0 ¥ 2.9 2 /8 = 2.10 kNm Equivalent stress in compression plate s � 210 . 2 ¥ 280 = 93N/ mm 63 . Worked example 597 Subject Chapter ref. DESIGN OF COMPOSITE SLAB Design code Made by RML Sheet no. BS 5950: Part 4 Checked by GWO Repeating the calculation of second moment of area using this stress (rather than p y) in equation 20.1 gives: I = 649 - 10 3 mm 4 /m width Deflection of soffit of deck (simply supported) d 2 5 ¥ 2. 0 ¥ 2900 = 384 ¥ 205 ¥ 10 ¥ 649 ¥ 10 = 13. 9mm ( span/ 209) This is less than the limit of span/180 in BS 5950: Part 4. If this limit had been exceeded it would be necessary to include for the effects of ponding of concrete at greater deflections. Composite condition 4 3 3 Check moment resistance of the composite section as a reinforced concrete slab, assuming full shear connection. Area of deck = (125 + 56) ¥ 2 ¥ 1.2 = 434 mm 2 /trough Ap = 1448 mm2 /m Tensile resistance = 0.93 ¥ 280 ¥ 1448 ¥ 10 -3 = 377 kN 20 4
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