Seismic performance of low- and medium-rise chevron braced steel frames

This paper describes the seismic behaviour of chevron steel braced frames for 2-, 4-, 8-, and 12-storey steel building structures. Two different design approaches were considered: one that corresponds to current CSA-S16.1 seismic provisions for braced frames with nominal ductility with an R factor of 2.0, and one in which the beams are sized to develop a fraction of the yield tension capacity of the bracing members. In this second approach, an R factor of 3.0 was used for determining the seismic loads and chevron bracing with stronger beams capable of developing 100%, 80%, and 60% of the brace yield load were examined. The results show that current S16.1 provisions for chevron braced frames may lead to systems that are prone to dynamic instability for 4-storey and taller structures. Chevron bracing with stronger beams exhibits a more stable inelastic response and can be used for structures up to 8 storeys in height. For 2- and 4-storey buildings, chevron braced frames with beams designed to develop only 6...

[1]  Dionisio Bernal.  Instability of Buildings Subjected to Earthquakes , 1992 .

[2]  Richard Redwood,et al.  Seismic response of concentrically braced dual steel frames , 1993 .

[3]  Gail M. Atkinson,et al.  Compatible ground-motion time histories for new national seismic hazard maps , 1998 .

[4]  William T. Holmes,et al.  The 1997 NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures , 2000 .

[5]  F. Perotti,et al.  Seismic design and response of a 14-story concentrically braced steel building , 2021, Behaviour of Steel Structures in Seismic Areas.

[6]  R Tremblay,et al.  An evaluation of P-Δ amplification factors in multistorey steel moment resisting frames , 1999 .

[7]  Alexander Remennikov,et al.  Seismic Behavior and Deterministic Design Procedures for Steel V-Braced Frames , 1998 .

[8]  K. Takanashi,et al.  Seismic diagnosis for rehabilitation and upgrading of steel gymnasiums , 1998 .

[9]  Robert Tremblay,et al.  Seismic design of low- and medium-rise chevron braced steel frames , 2000 .

[10]  Yuji Ishiyama,et al.  LATERAL STIFFNESS - STRENGTH DISTRIBUTION AND DAMAGE CONCENTRATION ALONG THE HEIGHT OF A BUILDING , 1995 .

[11]  P. M. Byrne,et al.  Some geotechnical aspects of the Hyogo-ken Nanbu (Kobe) earthquake of January 17, 1995 , 1996 .

[12]  Akshay Gupta,et al.  Dynamic P-Delta Effects for Flexible Inelastic Steel Structures , 2000 .

[13]  Yuji Ishiyama,et al.  EVALUATION OF DESTRUCTIVENESS OF EARTHQUAKE MOTIONS BY COLLAPSE BASE SHEAR COEFFICIENT SPECTRA , 2000 .

[14]  R. G. Redwood,et al.  Earthquake resistant design of concentrically braced steel frames , 1991 .

[15]  Carlos E. Ventura,et al.  Ground motions during the 1994 Northridge earthquake , 1995 .

[16]  Ashok K. Jain,et al.  Hysteresis Models for Steel Members Subjected to Cyclic Buckling or Cyclic End Moments and Buckling (User's Guide for Drain-2D: EL9 and EL10) , 1978 .

[17]  David Bonowitz,et al.  Seismic Response of an Instrumented 13-Story Steel Frame Building Damaged in the 1994 Northridge Earthquake , 1997 .

[18]  Federico Perotti,et al.  Concentrically braced steel frames under seismic actions: Non‐linear behaviour and design coefficients , 1991 .