Steel and Composite Structures

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Seismic performance assessment of pre-engineered steel buildings on the west coast of Canada

  • Bagatini-Cachuco, Fabricio (Department of Civil Engineering, The University of British Columbia) ;
  • Yang, T.Y. (Department of Civil Engineering, The University of British Columbia)
  • Received : 2021.01.26
  • Accepted : 2021.09.25
  • Published : 2021.11.10
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Abstract

This paper focuses on the seismic performance of typical pre-engineered steel buildings (PSB) on the west coast of Canada. PSB are widely adopted for commercial and industrial long span low-rise constructions. Their structural system consists of a moment resisting frame made of built-up tapered I-beam elements, which often have slender and/or non-compact sections to minimize steel consumption. Typical seismic design of PSB consists of elastic analysis with force reduction factors (FRF) that assume some ductility. However, failure mechanisms in PSB are usually governed by flange local buckling and lateral torsional buckling, which might not provide the expected ductility. This paper presents an extensive series of numerical analyses to evaluate the seismic performance of four PSB prototypes designed for the city of Victoria on the west coast of Canada. Prototypes have similar general dimensions, while members' sizes vary due to usage of different FRF. A finite element model (FEM) has been calibrated based on experiments to capture the post-buckling response of tapered built-up steel elements under cyclic load. Furthermore, seismic performance of each PSB prototype has been assessed with incremental dynamic analysis procedure. Structural characteristics, such as ductility and overstrength, are identified. In addition, the prototypes' probability of collapse is assessed under a set of 33 ground motions from multiple sources of hazard. The resultant collapse margin ratio is compared with the acceptance criterion per FEMA P695 recommendation. The study concludes proposing FRF=1.3 for the efficient design PSB on the west coast of Canada.

Keywords

Acknowledgement

The authors would like to acknowledge the funding provided by the Canadian Steel Sheet Building Institute (CSSBI), Natural Sciences and Engineering Research Council (NSERC), Conselho Nacional de Desenvolvimento Cientifico e Tecnologico (CNPq) and National Science Foundation China (51778486). The authors would also like to acknowledge the collaboration provided by the Metal Building Manufacturers Association (MBMA) and by the Eng. Dennis Bak from Steelway Buildings Systems. Any opinions, findings, and conclusions or recommendations expressed in this paper are those of the authors.

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