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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) 584 Composite deck slabs moment L (a) capacity (b) uniform load bending moment at failure curvature curvature Fig. 20.4 Ultimate behaviour of continuous decking: (a) moment on two-span decking, (b) typical moment – curvature relationship of decking good that, for all but very heavy imposed loads, permissible spans are controlled by the construction condition. Vertical shear rarely influences the design. Composite slabs are usually designed as simply-supported elements with no account taken of continuity provided by the reinforcement in the concrete at internal beams, reflecting the behaviour of an end-bay slab. However, internal bays will not fail by incomplete shear connection provided the decking is laid continuously over the supports, an observation which also applies to end anchorage, which need only be developed at the edge beams or at sheet discontinuities in a continuous composite slab. The ultimate resistance of composite slabs, in the absence of end anchorage, is controlled by a combination of friction and chemical bond, followed by mechanical interlock after initial slippage. As a result, the performance of a particular decking
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) L/4 centroid of deck profile point load — compression in concrete ____________________ tensi'e force in decking principal crock L L/4 cracked area interface shear Basic design 585 Fig. 20.5 Behaviour of composite deck slab as an equivalent reinforced concrete section Fig. 20.6 Failure of composite slab by incomplete shear connection system can only be readily assessed by testing. A typical composite slab under test is shown in Fig. 20.7. Mechanical interlock is partly dependent on the local plate stiffness and so indentations are best situated close to the more rigid sections of the profile, such as corners or narrow plate elements. Slippage is associated with separation; some profiles, such as the dovetail section, achieve good shear-bond capacity by preventing separation. Different trapezoidal profiles incorporate a wide variety of indent and embossment shapes, as illustrated in Fig. 20.2, which have varying degrees of effectiveness. If design were to be carried out on elastic principles, permissible bond strengths between the deck profile and the concrete would be of the order of 0.05 N/mm 2 for plain profiles rising to about 0.2 N/mm 2 for some indented profiles. First slip and flexural failure of plain trapezoidal profiles are coincident, whereas there is often a considerable reserve following initial slip in properly designed composite slabs. If failure of a composite slab that is propped during construction occurs by incomplete shear connection, then the applied load to be considered in the analysis of its shear bond strength is the imposed load plus self-weight loads on depropping. If the slip
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