Experimental and numerical investigation on the shear behaviour of friction-welded bar–plate connections embedded in concrete

Behaviour and Design of Steel-Concrete-Steel-Sandwich Construction

“…Failure loads were calculated using the truss model. The failure load for each possible failure mode was determined in terms of the ultimate strength of the bar-plate connection in plate tension, bar shear and bar tension, as determined from static tests on bar-plate connection components [3,4]. These tests showed that for plates having t> 8mm the connection tensile strength (in the absence of bar shear) is governed by the strength of the bar material.…”

“…These tests showed that for plates having t> 8mm the connection tensile strength (in the absence of bar shear) is governed by the strength of the bar material. The strength of the connection in bar shear is given by the following equation: (4) The tensile strength of the plate was assumed to be given by the uni-axial tensile strength of the steel plate material. The axial tensile forces in the bar connectors were calculated using the truss model, but factored by s x /h c when s x /h c ≠1 as suggested from static test measurements and finite element analysis [5].…”

“…The purpose of the research project at Imperial College was to validate or improve the existing design recommendations. Static and fatigue tests on components under single and combined loads were performed [3,4] to give the load capacity and fatigue life of the connection. The results of the static and fatigue tests on Bi-Steel beams were used in design formulation.…”

Dynamic Analysis of Double-Skin Composite Steel Plates

“…The upper studs had a good role that did not appear in quasistatic analysis case Figure (5), since when the inertial force takes place as a reaction after impact, the upper plate move slightly upward and the upper studs played the role of vertical links and increased the stiffness of the plate. The elements of upper face of concrete failed after first step of impact, but they were much localized and high stress values were plotted as shown in Figure (6). No spalling was observed because of the upper skin covering, which keep the resistance of concrete during the post step of penetration.…”

“…Xie et al [6] investigated the shear behavior of friction-welded bar-plate connections embedded in concrete to model a push-out test with direct representation of shear connectors by solid elements.…”