Design Decision Support for Steel Frame Buildings through an Earthquake-Induced Loss Assessment

In recent years, there is an increasing need to quantify earthquake-induced losses throughout the expected life of a building in order to evaluate alternative design options such that we can minimize repairs in the aftermath of an earthquake. This paper discusses an analytical study that quantifies the expected economic losses in a portfolio of archetype steel frame buildings designed with perimeter special moment frames or special concentrically braced frames in urban California in accordance with current seismic provisions in the U.S. The expected economic losses associated with repair are computed based on an established loss estimation framework within the context of performance-based earthquake engineering. It is shown that repair costs in the aftermath of earthquakes vary significantly depending on the employed lateral load-resisting system, seismic design considerations as well as the analytical model representation of the archetype frame building itself.

[1]  Dawn E. Lehman,et al.  A model to simulate special concentrically braced frames beyond brace fracture , 2013 .

[2]  Kazuhiro Matsuda,et al.  Performance of Seismic Protection Technologies during the 2011 Tohoku-Oki Earthquake , 2013 .

[3]  Curt B. Haselton,et al.  Expected earthquake damage and repair costs in reinforced concrete frame buildings , 2012 .

[4]  Jonathan P. Stewart,et al.  Evaluation of the seismic performance of a code‐conforming reinforced‐concrete frame building—from seismic hazard to collapse safety and economic losses , 2007 .

[5]  James L. Beck,et al.  Cost-Effectiveness of Stronger Woodframe Buildings , 2006 .

[6]  John Hooper,et al.  Evaluation of the FEMA P-695 Methodology for Quantification of Building Seismic Performance Factors | NIST , 2010 .

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

[8]  Dimitrios G. Lignos,et al.  Drift-based and dual-parameter fragility curves for concentrically braced frames in seismic regions , 2013 .

[9]  Gregory L. Fenves,et al.  Object-oriented finite element programming: frameworks for analysis, algorithms and parallel computing , 1997 .

[10]  Dimitrios G. Lignos,et al.  Computational Approach for Collapse Assessment of Concentrically Braced Frames in Seismic Regions , 2014 .

[11]  Eduardo Miranda,et al.  Significance of residual drifts in building earthquake loss estimation , 2012 .

[12]  Dimitrios G. Lignos,et al.  Effect of gravity framing on the overstrength and collapse capacity of steel frame buildings with perimeter special moment frames , 2015 .

[13]  Ronald O. Hamburger,et al.  Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications, ANSI/AISC 358-05 , 2006 .

[14]  Dimitrios G. Lignos,et al.  Modeling of the composite action in fully restrained beam‐to‐column connections: implications in the seismic design and collapse capacity of steel special moment frames , 2014 .

[15]  Shiling Pei,et al.  Methodology for earthquake-induced loss estimation: An application to woodframe buildings , 2009 .

[16]  Dimitrios Vamvatsikos,et al.  Incremental dynamic analysis , 2002 .

[17]  Abbie B. Liel,et al.  Assessing the collapse risk of California's existing reinforced concrete frame structures: Metrics for seismic safety decisions , 2008 .

[18]  Dimitrios G. Lignos,et al.  EARTHQUAKE LOSS ASSESSMENT OF STEEL FRAME BUILDINGS DESIGNED IN HIGHLY SEISMIC REGIONS , 2015 .

[19]  Kenneth J. Elwood,et al.  Seismic loss estimation of non-ductile reinforced concrete buildings , 2013 .

[20]  Masayoshi Nakashima,et al.  Effect of gravity columns on mitigation of drift concentration for braced frames , 2009 .

[21]  Bungale S. Taranath,et al.  Seismic Provisions for Structural Steel Buildings, ANSI/AISC 341-10 , 2016 .

[22]  N. Null.  Minimum Design Loads for Buildings and Other Structures , 2003 .

[23]  Chen Qiao-sheng,et al.  A Brief Introduction of FEMA P695—Quantification of Building Seismic Performance Factors , 2013 .

[24]  Dimitrios G. Lignos,et al.  Effect of Composite Action on the Dynamic Stability of Special Steel Moment Resisting Frames Designed in Seismic Regions , 2013 .

[25]  Dawn E. Lehman,et al.  A balanced design procedure for special concentrically braced frame connections , 2011 .

[26]  Luis Ibarra,et al.  Hysteretic models that incorporate strength and stiffness deterioration , 2005 .

[27]  Helmut Krawinkler,et al.  Deterioration Modeling of Steel Components in Support of Collapse Prediction of Steel Moment Frames under Earthquake Loading , 2011 .