3-D nonlinear dynamic behavior of steel joist girder structures

Abstract

As the trend towards developing performance-based design specifications for the seismic design of structures gains momentum, it is clear that very little is known about the performance of light industrial structures under large lateral loads. Among the main outstanding issues related to the seismic design of these structures are (1) the determination of appropriate response modification factors ( R , C d and Ω 0 ) , (2) the establishment of drift limits to avoid damage of structural and nonstructural components, and (3) clarification of the role that the roof diaphragm plays on the seismic behavior of light-weight roof structures. This study attempts to elucidate some of those issues for a particular class of light-weight industrial structures, those composed of one-story, weak column–strong beam joist girder frames. Two types of analysis models were developed for the nonlinear dynamic analyses of these structures. The first is a simplified 2-D analysis model, using SAP2000 and the second is a complex 3-D analysis model, using ABAQUS. Nonlinear time history analyses were performed for sites in Los Angeles (CA), Boston (MA), and Memphis (TN). The accuracy of the simplified 2-D model was verified by comparison with the results from the 3-D model. The results indicate that the behavior of these structures is almost always in the elastic range, and that substantial roof bracing should be installed for this type of structure, to prevent excessive drifts in the weak direction. When two horizontal components of excitations were applied concurrently to check the effect of torsion of the frame, it was found that torsional effects were negligible for structures regular in plan, and that a 2-D model can provide reasonable analysis results. Column base fixity effects on the dynamic behavior were also investigated and it was determined that column base fixity should be considered, to obtain more accurate dynamic behavior of the steel joist girder structures.