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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) 594 Worked example The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Problem 15 ss I I 55 125 15 25 25 Subject Chapter ref. DESIGN OF COMPOSITE SLAB Design code Made by RML Sheet no. BS 5950: Part 4 Checked by GWO Check the design of a composite slab 125 mm deep, with beams at 3m centres, and using the deck shown below. (Note: this design is carried out to BS 5950: Part 4: 1994.) Deck shape: Steel thickness t = 1.2 mm (bare thickness of steel) Steel grade py = 280 N/mm 2 Trough spacing = 300 mm Loads Imposed load = 5.0 kN/m 2 Partitions (imposed load) = 1.0 kN/m 2 Ceiling = 0.5 kN/m 2 Self weight (slab) = 2.0 kN/m 2 – see later Construction load (temporary) = 1.5 kN/m 2 considered as imposed load Concrete Cube strength fcu = 30 N/mm 2 Density (dry) = 1800 kg/m3 (lightweight) Density (wet) = 1900 kg/m3 (lightweight) 20 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 Construction condition Self weight of slab Self weight of deck = 0.12 kN/m 2 Total self weight � 2.0 kN/m 2 Clear span = 3.0 - 0.1 = 2.9 m Design moment in construction condition 29 . Mu = ( 20 . ¥ 14 . + 15 . ¥ 16 . ) ¥ 8 = 547 . kN. m Subject Chapter ref. DESIGN OF COMPOSITE SLAB - wd = 1900 ¥ 9. 81 ¥ 10 ( 75 + 50/ 2) = 1. 86 kN/ m Worked example 595 Design code Made by RML RML Sheet no. BS5950: BS 5950: Part 4 Checked by GWO Moment resistance of deck in sagging (positive bending) Assume in the worst case that the deck is laid simply supported.The moment resistance derives from the positive (sagging) elastic moment resistance of the section. Effective breadth of flat compression plate Equation 20.1 b where b = 55 mm b e 857 ¥ 1. 2 Ê 187 ¥ 1. 2 1 - ˆ 280 Ë 55 280 ¯ = 46. 5 mm < b e = 857t Ê 187t ˆ = 1 - � b p Ë b p ¯ y y 6 2 2 According to BS 5950: Part 4 the stiffener area is ignored when calculating the compressive resistance of the plate. 20 2
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