A REVIEW ON SEISMIC DESIGN REQUIREMENT FOR STEEL STRUCTURE

Abstract

In this study steel framing systems such as Steel Moment Resisting Frames (SMRFs), Concentric Braced Frames (CBFs), Eccentrically Braced Frames (EBFs), frames with three bays and with different storey configurations are designed and evaluated in parametric fashion. Frames, designed according to IS 800-2007 code provisions, are investigated by nonlinear static (pushover) analysis to know the ductility behavior and collapse mechanism of different steel framing systems with the guidelines of previous studies and specifications of FEMA. In this study steel moment resisting frames are compared with strong column-weak beam (SCWB) design and weak column-strong beam (WCSB) design. Inverted V-braced frames are used for the special concentric braced frames. For eccentric braced frames split-K-braced frames are used by varying the link length i.e., shear link and moment link. Method of analysis, design and evaluation data are presented in detail. During 1994 Northridge, U.S.A and 1995 Kobe, Japan earthquake many of the steel moment frames suffered brittle damages in the beam-to column connections. Panel zone is one the significant part of joints which, its stiffness and rigidity has an important effect on the behavior and ductility of the frame. Specifically that behavior of panel zone has a very significant effect on the special moment frames. In this study a 4Storey-3Bay 2D frame was analyzed & designed as per IS 800-2007 code provisions in SAP 2000. Panel zones in the frame are modeled with inbuilt Krawinkler model in Perform-3D to consider the inelastic deformation of panel zone. Comparison of pushover curve for elastic and inelastic panel zone is carried out by performing pushover analysis. Also the frames are analyzed by varying the thickness of the doubler plate in the region of panel zone to know the effect of stiffness and the rigidity on the frame behavior and ductility by comparing the pushover curves.