Resilience of prefabricated concrete frames using hybrid steel-concrete composite connections

Abstract

The progressive collapse resistance of prefabricated concrete frames with hybrid steel-concrete composite connections (HSCC) is rarely studied. To fill the gap, five (one reinforced concrete (RC) and four prefabricated concrete) 1/2 scaled beam-column sub-assemblages were designed and tested. In four prefabricated concrete specimens, different HSCC types, top and seat with web angle (TSWA), end plate (EP), top and seat angle (TSA), and web cleat (WC), were employed. Experimental results demonstrated that the failure patterns of prefabricated concrete frames with HSCC are different from that of the RC frame counterpart. The failure of the prefabricated concrete frames is governed by the shear fracture or thread stripping of the bolts in the connections while that of the RC frame is governed by the fracture of beam longitudinal rebar. Due to brittle failure of the connections in prefabricated concrete frames, both ultimate bearing capacity and deformation capacity of prefabricated concrete frames are smaller than the corresponding RC frame. Among them, the prefabricated concrete frame with the EP connection achieves the greatest first peak load or compressive arch action capacity. However, no catenary action could be developed in this specimen.