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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) 614 Composite beams load per shear— connector 0.6 u 5 mm slip Fig. 21.9 Load–slip relationship for ductile welded shear-connector Higher tensile strengths (495 N/mm 2 ) are required in bridge design. 5 Nevertheless, the ‘push-out’ strength of the shear-connectors is relatively insensitive to the strength of the steel because failure is usually one of the concrete crushing for concrete grades less than 40. Also the weld collar around the base of the shearconnector contributes to increased shear resistance. The modern method of attaching studs in composite buildings is by through-deck welding. An example of this is shown in Fig. 21.10. The common in situ method of checking the adequacy of the weld is the bend-test, a reasonably easy method of quality control which should be carried out on a proportion of studs (say 1 in 50) and the first 2 to 3 after start up. Other forms of shear-connector such as the shot-fired connector have been developed (Fig. 21.11). The strength of these types is controlled by the size of the pins used. Typical strengths are 30%–40% of the strengths of welded shear-connectors, but they demonstrate greater ductility. The static resistances of stud shear-connectors are given in Table 21.4, taken from BS 5400: Part 5 and also incorporated in BS 5950: Part 3. As-welded heights are some 5 mm less than the nominal heights for through-deck welding; for studs welded directly to beams the length after welding (LAW) is taken as the nominal height. The strengths of shear-connectors in structural lightweight concrete (density >1750 kg/m 2 ) are taken as 90% of these values. In Eurocode 4, 8 the approach is slightly different. Empirical formulae are given
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) Fig. 21.10 Welding of shear-connector through steel decking to a beam Basic design 615 based on two failure modes: failure of the concrete and failure of the steel. The upper bound strength is given by shear failure of the shank and therefore there is apparently little advantage in using high-strength concrete. In BS 5950: Part 3 and Eurocode 4, the design resistance of the shear-connectors is taken as 80% of the nominal static strength. Although this may broadly be considered to be a material factor applied to the material strength, it is, more correctly, a factor to ensure that the criteria for plastic design are met (see below). The design resistance of shear-connectors in negative (hogging) moment regions is conservatively taken as 60% of the nominal resistance. In BS 5400: Part 5, an additional material factor of 1.1 is introduced to further reduce the design resistance of the shear connectors.
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