Steel-concrete composite structures by R. NARAYANAN



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The test set-up is shown in Fig. 2. Stud FIG. 19. Load slip for push-out tests. WRIGHT FIG. 20. Testing arrangement for composite beam. 2 RESULTS OF COMPOSITE BEAM TESTS strengths used were those obtained from the push-out tests carried out by the authors and quoted by Nelson (1983). The initial tests showed that the amount of interaction actually achieved was much greater than that anticipated in design. For example, the slab that had been designed to achieve an interaction of 50%, the minimum permissible under the proposed guide, in fact developed an interaction of 93%.

1 Evaluation of Shear Bond Capacity The analysis of the composite slab action is complex since the conventional modular ratio or plastic methods do not take into account the possibility of a failure mode involving a loss of shear bond. However, many experimental studies, for example the series of full-scale tests reported by Schuster and Ekberg (1970), have identified such a loss of shear bond as the primary mode of failure for most composite slabs. A shear bond failure mode arises from loss of composite action because of inadequate shear transference at the interface between the concrete slab and the steel deck.

The design of profiled steel sheeting. ECCS—TC7. EUROPEAN CONVENTION FOR CONSTRUCTIONAL STEELWORK (1977) European recommendations for the testing of profiled metal sheets. ECCS-XVII-77–2E, April, Document 20. E. L. (1957) Theory of prismatic folded plate structures, IABSE, 17, 59–86. W. G. (1977) Composite beams with formed steel deck, AISI Eng. , First Quarter. W. (1986) The development of composite flooring systems, Research Report, University College, Cardiff. P. (1970) Research on steel-concrete composite beams, Proc.

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