Study of the Behavior of Beam-to-Column Moment Connections with Tapered Beams
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RESEARCH PAPER
Study of the Behavior of Beam‑to‑Column Moment Connections with Tapered Beams Yousef Hosseinzadeh1 · Alireza Alimohammadi1 Received: 16 March 2019 / Accepted: 14 March 2020 © Shiraz University 2020
Abstract Steel moment-resisting frames are used as a kind of ductile system to resist earthquake lateral forces. The behavior of rigid beam-to-column connections has a major effect on the behavior of steel moment-resisting frames. In order to provide the required rotational capacity and ductility of connections, some prequalified connections have been proposed in design codes such as the Iranian Building Code (Part 10). In some of the common practices in Iran, a special connection known as treecolumn connection is used in which the increasing of the beam section from plastic hinge location to the column’s face is provided by a tapered beam section. This connection is not a prequalified connection, and hence, its behavior has not been investigated comprehensively. In this paper, a parametric study was performed using finite element analysis to determine the most influencing geometrical parameters on the behavior of tapered part in such connections (e.g., height and length of the tapered beam). Furthermore, a tapered moment connection (TMC) specimen was tested experimentally to clarify its cyclic behavior. The results obtained provided the use of vertical stiffeners to indicate satisfactory connection performance (TMC) at nonprismatic lengths that extend from 0.8 to 1.2 maximum beam height Keywords Tapered beam · Ductility · Cyclic testing · Clamped connections · Finite element analysis
1 Introduction The steel moment-resisting frames (SMRFs) are widely used in a variety of structures. Ductility and the high capacity of the energy depreciation are the key features of these kinds of structures. The beam-to-column connections, as the main part of these frames, resist the lateral forces. The application of SMRF was common from 1964 to 1994. The Northridge and Kobe earthquakes raised serious questions about the reliability of these frames (as shown in Figs. 1, 2). In order to determine the causes of damages in connections during Northridge and Kobe earthquakes, many studies were done. Because of these earthquakes, many brittle failures in the welded beam-to-column connections were shown. As a result of tension concentration in access holes, initial cracks occurred because of applying the support plate below * Yousef Hosseinzadeh [email protected] Alireza Alimohammadi [email protected] 1
Department of Civil Engineering, Tabriz University, 29 Bahman Blvd, Tabriz, Islamic Republic of Iran
the flange of the beam, and welding and base metal defects have been one of the causes of these failures (Mahin 1998; Miller 1998). These brittle failures, restricting the inelastic behavior of moment-resisting connections, decreased the ability of connections in bearing the earthquake loads. After Northridge earthquake, to increase the behavior of momentresisting connections, many studies were done
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