Abstract
Abstract Post-Northridge welded connections are widely used in engineering projects as lateral-force-resisting systems. In this study, we aim to assess the cyclic performance of the post-Northridge welded connections to compare the connections with each other. For this purpose, we focus on Welded Unreinforced Flange – Welded Web (WUF-W), Welded Flange Plate (WFP) and Reduced Beam Section (RBS) connections. ANSYS Finite Element Analysis (FEA) software is used to do this investigation and evaluate the adequacy of the numerical analysis through an experimental specimen from the literature. Welded connections are designed according to ANSI 358-10 and FEMA-350 using the same material properties, beam spans, and steel profiles so on to make comparison possible. Material and geometry nonlinearities are adequately considered and also hexahedral solid elements are used in three-dimensional FEA. Based on the analyses subjected to cyclic loading, the performance of the connections are compared in terms of failure modes, plastic hinge locations, hysteretic curves, energy dissipation capacities, hysteretic equivalent viscous damping ratio and initial rotational stiffness values. The results showed that using WFP provides high stiffness in a connection while using RBS provides high safety in a connection.
Highlights
Moment frames are widely used in steel structures as lateral-force-resisting systems
It can be seen that failures of the WUF-W, Welded Flange Plate (WFP) and Reduced Beam Section (RBS) connections take place on the beam, occurrence local buckling of the beam flanges and web
At the end of analyses, PEEQ distribution of WUF-W, WFP and RBS connections occur on the beam in the following locations, respectively: near the column face, end of the flange plate and middle of radius cut
Summary
Moment frames are widely used in steel structures as lateral-force-resisting systems. They have high ductility and dissipation capacity. In the 1960s-1970s, it was believed that moment frames were among the most effective lateral-force-resisting systems. After the 1994 Northridge earthquake, numerous pre-Northridge connections led to unexpected brittle failures. This was surprising because steel moment frames were regarded as the premier structural system for seismic design (Roeder, 2002). The welded beam-column connections have been studied numerically and experimentally alongside bolted connections
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