Seismic performance of a 20‐story steel‐frame building in Canada

In performance-based seismic design of a structure, the inelastic deformation demand of structural members or system is the primary input, whereas in conventional design procedure the input is the equivalent static loads to represent seismic effects. The National Building Code of Canada (NBCC) 2005 requires that for irregular and buildings higher than 60 m, dynamic analysis must be conducted to calculate seismic design forces and deflection, while for other cases, equivalent static loads can be used for the design. In this paper, the performance of a 20-story steel moment resisting steel frame building, designed for western part of Canada, has been presented. Simulated and actual (scaled) ground motion records are used to evaluate the dynamic response. While NBCC does not provide any performance-based design method, various techniques for displacement-based design have been explored here in the context of the 20-story building. A wide range of variation amongst these methods in terms of their application and results was found. Amongst these methods the direct displacement-based design method seems to be more suitable for carrying out the performance-based design of a building. Copyright © 2009 John Wiley & Sons, Ltd.

[1]  Mark Aschheim.  Yield Point Spectra: A Simple Alternative to the Capacity Spectrum Method , 2000 .

[2]  Gail M. Atkinson,et al.  Development of seismic hazard maps for the proposed 2005 edition of the National Building Code of Canada , 2003 .

[3]  Robert G. Drysdale,et al.  Masonry Structures: Behavior and Design , 1993 .

[4]  Murat Saatcioglu,et al.  Dynamic analysis of buildings for earthquake-resistant design , 2003 .

[5]  Robert Tremblay,et al.  Seismic Performance of Concentrically Braced Steel Frames in Multistory Buildings with Mass Irregularity , 2005 .

[6]  Vitelmo V. Bertero,et al.  Evaluation of Strength Reduction Factors for Earthquake-Resistant Design , 1994 .

[7]  Peter Fajfar,et al.  A Nonlinear Analysis Method for Performance-Based Seismic Design , 2000 .

[8]  Robert Tremblay,et al.  Comparative Study of the Inelastic Seismic Demand of Eastern and Western Canadian Sites , 2001 .

[9]  Douglas A. Foutch,et al.  Performance evaluation of new steel frame buildings for seismic loads , 2002 .

[10]  Peter Fajfar,et al.  Consistent inelastic design spectra: Strength and displacement , 1994 .

[11]  H. Krawinkler,et al.  Estimation of seismic drift demands for frame structures , 2000 .

[12]  JagMohan Humar,et al.  Determination of seismic design forces by equivalent static load method , 2003 .

[13]  Ashutosh Bagchi,et al.  Seismic design and performance evaluation of steel-frame buildings designed using the 2005 National building code of Canada , 2009 .

[14]  Murat Saatcioglu,et al.  Evaluation of the effects of spectrum-compatible seismic excitations on the response of medium-height reinforced concrete frame buildings , 2006 .

[15]  Anil K. Chopra,et al.  A modal pushover analysis procedure for estimating seismic demands for buildings , 2002 .

[16]  B. Taranath.  Seismic Rehabilitation of Existing Buildings , 2004 .

[17]  Khalid M. Mosalam,et al.  PACIFIC EARTHQUAKE ENGINEERING RESEARCH CENTER , 2009 .

[18]  Arthur C. Heidebrecht.  Overview of seismic provisions of the proposed 2005 edition of the National Building Code of Canada , 2003 .