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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) 602 Composite beams non—composite beam composite beam Fig. 21.1 Behaviour of composite and non-composite beams support force in Fig. 21.2 Composite building under construction showing decking and shear-connectors (1) savings in steel weight are typically 30% to 50% over non-composite beams. (2) the greater stiffness of the system means that beams can be shallower for the same span, leading to lower storey heights and savings in cladding, etc. It also shares the advantage of rapid construction. The main disadvantage is the need to provide shear-connectors at the interface between the steel and concrete. There may also be an apparent increase in complexity of design. However, design tables have been presented to aid selection of member sizes. 2
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) deck (a) (b) overlap The normal method of designing simply-supported beams for strength is by plastic analysis of the cross-section. Full shear connection means that sufficient shearconnectors are provided to develop the full plastic capacity of the section. Beams designed for full shear connection result in the lightest beam size. Where fewer shear-connectors are provided (known as partial shear connection) the beam size is heavier, but the overall design may be more economic. Partial shear connection is most attractive where the number of shear-connectors is placed in a standard pattern, such as one per deck trough or one per alternate trough where profiled decking is used. In such cases, the resistance of the shearconnectors is a fixed quantity irrespective of the size of the beam or slab. Conventional elastic design of the section results in heavier beams than with plastic design because it is not possible to develop the full tensile resistance of the steel section. Designs based on elastic principles are to be used where the compressive elements of the section are non-compact or slender, as defined in BS 5950 Part 1. This mainly affects the design of continuous beams (see section 21.6.3). 21.3 Guidance on span-to-depth ratios Guidance on span-to-depth ratios 603 Fig. 21.3 Composite beams incorporating composite deck slabs: (a) deck perpendicular to beam, (b) deck parallel to beam Beams are usually designed to be unpropped during construction. Therefore, the steel beam is sized first to support the self-weight of the slab before the concrete has gained adequate strength for composite action. Beams are assumed to be laterally restrained by the decking in cases where the decking crosses the beams (at an angle of at least 45° to the beam) and is directly attached to them. These beams can develop their full flexural capacity. Where simply-supported unpropped composite beams are sized on the basis of their plastic capacity it is normally found that span-to-depth ratios can be in the
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