![]() It was found that shear connector resistance of pairs of shear connectors placed in favourable position was 94% of the strength of a single shear stud on average, when the transverse spacing between studs was 200 mm or more. The results were also compared with the capacity of a single shear stud. After validation, the model was used to carry out an extensive parametric study to investigate the effect of transverse spacing in push tests with double studs placed in favourable and staggered positions with various concrete strengths. The results obtained from finite element analysis were verified against the experimental push tests conducted in this research and also from other studies. The post-failure behaviour of the push test was accurately predicted, which is crucial for realistic determination of shear capacity, slip and failure mode. Elastic–plastic material models were used for all steel components and the Concrete Damaged Plasticity model was used for the concrete slab. Both material and geometric nonlinearities were taken into account. The analysis of the push test was carried out using ABAQUS/Explicit with slow load application to ensure a quasi-static solution. The ductility of the large stud shear connectors is sufficient for practical application in composite bridges.Ī three dimensional nonlinear finite element model has been developed to study the behaviour of composite beams with profiled sheeting oriented perpendicular to its axis. It is observed that the AASHTO LRFD specifications overestimated the capacity of the large stud shear connectors, whereas the design rules specified in Eurocode-4 were generally conservative for stud diameters of 22, 25 and 27 mm, and unconservative for diameter of 30 mm. The capacity and ductility of the shear connection obtained from the finite analysis were compared with those specified in EC4 and AASHTO LRFD. An extensive parametric study was conducted to study the effect of the changes in stud diameter and concrete strength on the capacity and behaviour of the shear connection. The results obtained from the finite element analysis were verified against experimental results of other researches. The capacity and ductility of the connection, the load–slip behaviour and failure mode of the headed stud were predicted. ![]() The damage and failure were included in the material model for the headed stud to accurately obtain the ultimate strength of the stud connector. The material nonlinearities of concrete, headed stud, steel beam and rebar were included in the finite element model. An accurate nonlinear finite element model of the push-out specimen has been developed to investigate the capacity of large stud shear connectors embedded in a solid slab. ![]()
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