Evaluating and improving the seismic performance of older tall buildings

The seismic performance of new tall buildings located in regions of high seismic hazard has been recently investigated by Pacific Earthquake Engineering Research (PEER) Center under its Tall Buildings Initiative (TBI) program. The Tall Building Initiative has now expanded to assess the seismic performance of existing tall buildings. Buildings being considered are 20 stories or more in height, and constructed on the West Coast of the U.S. between about 1960 and 1990. During this period, several hundred tall buildings were constructed in California, but earthquake-resistant design procedures had not yet been fully developed. From these structures, a 35-story steel building, designed in 1968, and having representative details from that period, was selected for evaluation. In this paper, results of three-dimensional nonlinear analysis models developed to assess the seismic performance of this structure are presented. Two earthquake hazard levels are used for the evaluation. Structural analysis results are interpreted to assess the impact of suspected deficiencies on seismic response, and the ability of different evaluation guidelines, numerical models and analysis methods to identify seismic vulnerabilities. A feasible retrofit strategy was identified. Recommendations are offered for further research and guideline evaluation.

[1]  Jonathan P. Stewart,et al.  Input ground motions for tall buildings with subterranean levels , 2007 .

[2]  Andrei M. Reinhorn,et al.  Design of Supplemental Dampers for Control of Structures , 1996 .

[3]  N. Null.  Seismic Evaluation and Retrofit of Existing Buildings , 2014 .

[4]  宮本 英樹.  Probabilistic seismic risk identification of steel buildings with viscous dampers , 2010 .

[5]  Norman A. Abrahamson,et al.  Spectral damping scaling factors for shallow crustal earthquakes in active tectonic regions , 2012 .

[6]  T. T. Soong,et al.  Seismic Design of Viscoelastic Dampers for Structural Applications , 1992 .

[7]  Martin S. Williams,et al.  A Comparison of Viscous Damper Placement Methods for Improving Seismic Building Design , 2012 .

[8]  A. Barbosa,et al.  Deterioration Modeling of Steel Moment Resisting Frames Using Finite-Length Plastic Hinge Force-Based Beam-Column Elements , 2015 .

[9]  J. Peters,et al.  Uniform Building Code , 2014 .

[10]  Panos Tsopelas,et al.  TOGGLE-BRACE-DAMPER SEISMIC ENERGY DISSIPATION SYSTEMS , 2001 .

[11]  Mahendra P. Singh,et al.  Optimal placement of dampers for passive response control , 2002 .

[12]  Keith Porter,et al.  An Overview of PEER's Performance-Based Earthquake Engineering Methodology , 2003 .

[13]  Gary F. Dargush,et al.  Multi-Objective Evolutionary Seismic Design with Passive Energy Dissipation Systems , 2009 .

[14]  Yung-Tsang Chen,et al.  Effects of brace stiffness on performance of structures with supplemental Maxwell model‐based brace–damper systems , 2011 .

[15]  Michael C. Constantinou,et al.  EXPERIMENTAL AND ANALYTICAL INVESTIGATION OF SEISMIC RETROFIT OF STRUCTURES WITH SUPPLEMENTAL DAMPING: PART 1 - FLUID VISCOUS DAMPING DEVICES , 1995 .

[16]  T. T. Soong,et al.  Efficiency of a simple approach to damper allocation in MDOF structures , 2002 .

[17]  Gary F. Dargush,et al.  Optimal seismic design of moment‐resisting steel frames with hysteretic passive devices , 2009 .

[18]  Edward Cohen,et al.  Minimum Design Loads for Buildings and Other Structures , 1990 .

[19]  Karl S. Pister,et al.  Optimal seismic‐resistant design of a planar steel frame , 1983 .

[20]  Mahendra P. Singh,et al.  Optimal seismic response control with dampers , 2001 .