Seismic performance of prefabricated steel beam-to-column connections: Fid-Bau Portal

Seismic performance of prefabricated steel beam-to-column connections

Hu, Fangxin / Shi, Gang / Bai, Yu / Shi, Yongjiu

Abstract Three types of prefabricated steel beam-to-column connection different from common welded unreinforced flange-bolted web (WUF-B) connections are examined in this paper. Full-scale specimens with specific joint configurations were prepared, so that the effects of joint detail on the failure mode, ultimate capacity and ductility could be identified. They were tested under cyclic loading to further investigate their seismic performance. Experimental results showed that the measured moment capacities of these connections at the face of a column flange reached 120% to 140% of the beam's full plastic moment. The maximum plastic rotations of all connection types were greater than 0.025rad and the cumulative plastic rotations were 20 to 30 times the maximum plastic rotation. In this way, connection Types I and III were capable of accommodating a story drift angle of 0.04rad. These results demonstrated excellent joint strength, and showed potential opportunities for connection Types I and III to be used in special moment frames (SMFs) in AISC Seismic Provisions, and for connection Type II to be used in intermediate moment frames (IMFs). Finite-element analysis was performed and showed good agreement with the experimental results. It was found that rigid end-plate assumption is not appropriate for connection Type I, and higher likelihood of fracture was detected in the cover plates than in beam flanges for connection Types II and III.

Highlights • Three types of prefabricated steel beam-to-column connection with specific joint configurations are introduced. • Full scale specimens with those connection types were tested under cyclic loading to investigate their failure modes, strength, ductility and energy dissipation capacity. • Connection Types I and III were capable of accommodating a story drift angle greater than 0.04rad, and Type II accommodated a story drift angle greater than 0.035rad. • Finite-element analysis was performed and showed good agreement with the experimental results. • Effects of the 3D loading configuration on the seismic performance of connections need to be investigated.