Seismic evaluation of reduced beam section frames considering connection flexibility

SUMMARY In the present article, the seismic performance of frames with reduced beam section (RBS) connections is evaluated. A key purpose of this study is the inclusion of connections flexibility in the seismic performance of RBS frames. Almost in every research projects carried out on seismic performance and design of RBS frames, the beam-to-column connection is typically assumed as fully rigid. The results of nonlinear finite element analysis performed on investigating the local performance of RBS connection reveal that they are within the American Institute of Steel Construction-defined semirigid connections. Three building frames, including 4, 8 and 16 stories considering the semirigid connection as well as fully rigid connection, are considered. A numerical study of the overall seismic response of the building frames subjected to near as well as far field earthquake ground motions using nonlinear static and/or nonlinear dynamic analysis is presented. Results in terms of inter-story drifts, total drifts, story shears and shear deformation in panel zone indicate that overlooking the flexibility of beam-to-column connections may lead to erroneous conclusions and unsafe seismic behavior that subsequently become significant in some cases. Copyright © 2012 John Wiley & Sons, Ltd.

[1]  A. Astaneh,et al.  Dynamic behavior of flexible, semirigid and rigid steel frames , 1991 .

[2]  Sherif El-Tawil,et al.  Seismic performance of steel frames with reduced beam section connections , 2005 .

[3]  H. Krawinkler,et al.  Effects of panel zone deformations on seismic response , 1987 .

[4]  Dimitrios G. Lignos,et al.  Sidesway collapse of deteriorating structural systems under seismic excitations , 2008 .

[5]  Egor P. Popov,et al.  Design of steel MRF connections before and after 1994 Northridge earthquake , 1998 .

[6]  C. Allin Cornell,et al.  Earthquakes, Records, and Nonlinear Responses , 1998 .

[7]  L. Ibarra.  Global collapse of frame structures under seismic excitations , 2003 .

[8]  Chia-Ming Uang,et al.  Moment Frame Connection Development and Testing for the City of Hope National Medical Center , 1997 .

[9]  A. D. Christitsas,et al.  Reduced beam section moment connections subjected to cyclic loading: Experimental analysis and FEM simulation , 2009 .

[10]  Eric M. Lui,et al.  Dynamic analysis and response of semirigid frames , 1997 .

[11]  Dimitrios G. Lignos,et al.  A Database in Support of Modeling of Component Deterioration for Collapse Prediction of Steel Frame Structures , 2007 .

[12]  Hong Hao,et al.  Inelastic analysis of steel frames with reduced beam sections , 2001 .

[13]  G. A. Morris,et al.  Analysis of three-dimensional frames with flexible beam–column connections , 1984 .

[14]  Kurt M. McMullin,et al.  Steel Semirigid Column–Tree Moment Resisting Frame Seismic Behavior , 2003 .

[15]  Stephen P. Schneider,et al.  Seismic Behavior of Steel Frames with Deformable Panel Zones , 1998 .

[16]  Sheng-Jin Chen,et al.  Ductile Steel Beam-to-Column Connections for Seismic Resistance , 1996 .

[17]  Shahabeddin Torabian,et al.  Seismic performance of the Accordion-Web RBS connection , 2010 .

[18]  Eric M. Lui,et al.  Seismic analysis and response of multistory semirigid frames , 1999 .

[19]  Eric J. Kaufmann,et al.  Failure analysis of welded steel moment frames damaged in the Northridge Earthquake , 1997 .

[20]  Faris Albermani,et al.  Cyclic and seismic response of flexibly jointed frames , 1994 .

[21]  Rasoul Mirghaderi,et al.  Assessment of seismic behaviour of SMRFs with RBS connections by means of mixed‐based state‐space approach , 2009 .

[22]  T. Kitjasateanphun,et al.  Seismic performance of steel moment frames with reduced beam sections , 2000 .