Different load‐bearing mechanisms in headed stud shear connections in composite beams with profiled steel sheeting

ABSTRACTThe current regulations of EN1994‐1‐1 for headed stud shear connections in composite beams with profiled sheeting lead, for some configurations, to an over‐estimation of the load‐bearing capacity. Since these design equations are based on empirical considerations, they are not able to capture the real mechanical behaviour of the connector and they do not consider appropriately the influence of the geometry of sheeting on the shear capacity. For this reason, the load‐bearing mechanisms of the shear connection are identified in this work with the support of experimental and numerical results. According to the static system presented, the concrete rib is modelled as a system of diagonal struts acting simultaneously in combination with the stud in bending.It is observed that at 2÷4 mm slip, a “Strut and beam” mechanism prevails where the resistance of the connector depends mostly on the plastic hinges activated in the stud and on the capacity of the diagonal strut in front of it. By increasing the slip (ca. 4÷10 mm), the surrounding concrete progressively crushes while the tensile stresses at the edge of the rib reach the tensile strength of the material. As a consequence of this loss of rotational stiffness, the bending capacity developed in the stud reduces and the upper hinges gradually moves towards the slab. At higher displacements (ca. 20÷40 mm), due to nonlinear geometric effects, high tensile forces develop in the stud and the load is carried through a “Strut and Tie” resistance mechanism, if the embedment of the stud is sufficient. By further increasing the slip, the whole rib rotates or the failure occurs either for concrete pull‐out or stud rupture.This contribution describes the sequence of the activated load‐bearing mechanisms in headed stud shear connections with profiled steel sheeting at different displacements.