Characterization of Shear Bond Stress for Design of Composite Slabs Using an Improved Partial Shear Connection Method

Abstract

Eurocode 4 design provisions specify two methods for the design of composite slabs, namely the m-k and the partial shear connection (PSC) methods. Currently, the m-k method includes the concrete thickness and the shear span of the slab as variables while the PSC method does not. This has resulted in a better accuracy for the m-k method when slabs with varying dimensions are considered. It is demonstrated in this paper that the horizontal shear bond stress varies with the ratio of shear span to effective depth of slab, defined as the slenderness. To include such an effect, a linear shear bond-slenderness equation is proposed. Using the proposed relationship, a linear interpolation of shear bond strength based on two configurations, determined from the outcomes of the bending tests for compact and slender slabs, has been satisfactorily performed. The shear bond strength obtained from this interpolation can be used in collaboration with the existing PSC method, such that the accuracy of the prediction of the composite slab capacity can be considerably improved, the validity of which has been verified with published results from literatures.

Experimental and numerical study of the ductility of open-rib and reentrant composite slabs

“…This method is not recommended for the slabs with open-rib cross-section shapes since its hypothesis about crosssection stress distributions is not accomplished in these slabs, according to the results presented in this paper. Otherwise, the PCM may be highly conservative if used in composite slabs with open-rib crosssection shapes, according to the previous findings [41].…”

Experimental Study of the Bearing Capacity of Long Span Profiled Steel Sheet Concrete Composite Slabs

“…Although the performance of a composite slab is affected by the inherent material properties, geometrical characteristics, boundary conditions, and mode of external loading, it is mainly governed by the interactions at the profiled steel sheet-concrete interface. Profiled steel sheet-concrete composite slabs subjected to external loading, primarily experienced longitudinal shear or flexural failure [4][5][6][7][8]. For composite slabs with end anchorage such as a welded stud, the slip at the profiled steel sheet-concrete interface can be reduced, whereas the bond between the steel sheet and concrete can be enhanced.…”