A Target Displacement for Pushover Analysis to Estimate Seismic Demand of Eccentrically Braced Frames

Document Type : Regular Paper

Authors

1 Shahid Bahonar University of Kerman

2 Department of Civil Engineering, Shahid Bahonar University of Kerman

Abstract

A main challenge for performance-based seismic engineering is to develop simple, practical and precise methods for assessing existing structures to satisfy considerable performance objectives. Pushover analysis is a simplified nonlinear analysis technique that can be implemented for estimating the dynamic demands imposed on a structure under earthquake excitations. In this method, structure is subjected to specified load pattern to reach a target displacement. The present study provides a target displacement for estimating the seismic demand of eccentrically braced frames (EBFs). A parametric study is conducted on a group of 30 EBFs under a set of 15 accelerograms. The results of nonlinear dynamic analyses of EBFs have been post-processed by nonlinear regression analysis and a relation is proposed for target displacement. In order to verify the capability of the proposed procedure, three EBFs are assessed by the present method in which the results show that the proposed method is capable of reproducing the peak dynamic responses with relatively good accuracy. Additionally, the comparison of obtained results with those of other conventional target displacement methods such as N2 method, and displacement coefficient method confirms the efficiency of the suggested one.

Keywords

Main Subjects

References

[1] Freeman, SA., Nicoletti, JP., Tyrell JV. (1975). Evaluation of existing buildings for seismic risk class study of Puget Sound Naval Shipyard. In: Proceedings of first US national conference on earthquake engineering. Washington: Bremerton; p. 113-22.
[2] Applied Technology Council. (1996). Seismic evaluation and retrofit of concrete buildings. Report ATC-40. Redwood City (CA).
[3] Federal Emergence Management Agency. (2005). Improvement of nonlinear static seismic analysis procedure. Report FEMA-440. Washington (DC).
[4] Fajfar P. (1999). Capacity spectrum method based on inelastic demand spectra, Earthq Eng Struct Dyn; 28(9):979-93.
[5] Eurocode 8 (EC8). (2004). Design of Structures for Earthquake Resistance, Part 1: General Rules, Seismic Actions and Rules for Buildings, European Standard EN 1998-1, Stage 51 Draft, European Committee for Standardization (CEN), Brussels.
[6] Chopra, AK., Goel, RK. (1999). Capacity-demand-diagram methods for estimating seismic deformation of inelastic structures: SDF systems. Report no. PEER-1999/02. Berkeley (CA): Pacific Earthquake Engineering Research Center. University of California.
 [7] Chopra, AK., Goel, RK. (1999). Capacity-demand-diagram methods based on inelastic design spectrum, Earthq Spectra; 15(4):637-56.
[8] Gencturk, B., Elnashai, AS. (2008). Development and application of an advanced capacity spectrum method, Eng Struct; 30(11):3345-54.
[9] American Society of Civil Engineers, ASCE/SEI 41 (2013); Seismic evaluation and retrofit of existing buildings, Reston, VA.
[10] Krawinkler, H., Seneviratna, GDPK. (1998). Pros and cons of a pushover analysis of seismic performance evaluation, Eng Struct; 20(4-6):452-64.
 [11] Kunnath, SK., Kalkan, E. (2004). Evaluation of seismic deformation demands using nonlinear procedures in multistory steel and concrete moment frames, ISET J. Earthquake Technol., 41(1), 159–182.
[12] Newmark, NM., Hall, WJ. (1982). Earthquake Spectra and Design, EERI Monograph Series, Earthquake Engineering Research Institute, Oakland, CA.
[13] AISC (American Institute of Steel Construction). (2010). Specification for Structural Steel Buildings, AISC 360-10, Chicago, IL.
[14] AISC (American Institute of Steel Construction), (2010). Seismic Provisions for Structural Steel Buildings, AISC 341-10, Chicago, IL.
[15] American Society of Civil Engineers, ASCE/SEI 7 (2010); Minimum design loads for buildings and other structures, Reston, VA.
[16] CSI. Extended three dimensional analysis of building systems. ETABS. Version 9.7.4 ed. (2015). Berkeley, CA: Computers and Structures, Inc.
[17] Karavasilis, TL., Bazeos, N., Beskos, DE. (2006). Maximum Displacement Profiles for the Performance-Based Seismic Design of Plane Steel Moment Resisting Frames. Engineering Structures, 28(1): 9–22.
[18] SAC Joint Venture. Develop suites of time histories, (1997). Project Task: 5.4.1, Draft Report, March 21, Sacramento, CA, USA.
[19] FEMA. (2009). Quantification of building seismic performance factors. FEMA P695. Washington, D.C.: Department of Homeland Security.
 [20] PEER. Open system for earthquake engineering simulation: opensees. (2016). Berkeley: Pacific Earthquake Engineering Research Center (PEER). University of California; ⟨http://opensees.berkeley.edu⟩.
 [21] Bosco, M., Marino, EM., Rossi, PP. ( 2015). Modelling of steel link beams of short, intermediate or long length, Engineering Structures; 84: 406–418.
[22] Saffari, H., Damroodi, M., Fakhraddini, A. (2017). Assessment of seismic performance of eccentrically braced frame with vertical members, Asian journal of civil engineering; 18(2): 255-269.
[23] Fakhraddini, A., Saffari, H., Fadaee, MJ. (2017). Peak displacement patterns for the performance-based seismic design of steel eccentrically braced frames, Earthquake Engineering & Engineering Vibration (accepted).
[24] Bazzaz M., Andalib Z., Kheyroddin A. and Kafi M.A. (2015a). Numerical Comparison of the Seismic Performance of Steel Rings in Off-centre Bracing System and Diagonal Bracing System, Journal of Steel and Composite Structures, Vol. 19, No. 4, 917-937.
[25] Bazzaz M., Andalib Z., Kafi M.A. and Kheyroddin A. (2015b). Evaluating the Performance of OBS-C-O in Steel Frames under Monotonic Load, Journal of Earthquakes and Structures, Vol. 8 No.3, 697-710.
[26] Andalib Z., Kafi M.A., Kheyroddin A. and Bazzaz M. (2014). Experimental Investigation of the Ductility and Performance of Steel Rings Constructed from Plates, Journal of Constructional steel research, Vol. 103, 77-88.
[27] Bazzaz M., Kheyroddin A., Kafi M.A., Andalib Z. and Esmaeili H. (2014). Seismic Performance of Off-centre Braced Frame with Circular Element in Optimum Place, International Journal of Steel Structures, Vol 14, No 2, 293-304.
[28] Bazzaz M., Kheyroddin A., Kafi M.A. and Andalib Z. (2012). Evaluation of the Seismic Performance of Off-Centre Bracing System with Ductile Element in Steel Frames, Journal of Steel and Composite Structures, Vol 12, No 5, 445-464.
[29] IBM Corp. Released, IBM SPSS Statistics for Windows, (2013), Version 22.0. Armonk, NY: IBM Corp.
 [30] Speicher, SM., Harris, III JL. (2016). Collapse prevention seismic performance assessment of new eccentrically braced frames using ASCE 41, Eng. Struct, 117, 344–357.
 [31] Bazzaz M., Kafi M., Andalib Z. and Esmaeili H. (2011). Seismic Behavior of Off-centre Bracing Frame, 6th National Congress on Civil Engineering, Semnan, Iran, 26-27 Apr, in Persian.
[32] Andalib Z., Kafi M., Kheyroddin A. and Bazzaz M. (2011). Investigation on the Ductility and Absorption of Energy of Steel Ring in Concentric Braces, 2nd Conference on Steel & Structures, Tehran, Iran, December, in Persian.
[33] Andalib Z., Kafi M. A., and Bazzaz M. (2010). Using Hyper Elastic Material for Increasing Ductility of Bracing, 1st Conference of Steel & Structures and 2nd Conference on Application of High-Strength Steels in Structural Industry, Tehran, Iran, December, in Persian.
[34] Somerville, P., Smith, N., Punyamurthula, S., Sun, J. (1997). Development of ground motion time histories for phase 2 of the FEMA/SAC steel project. Report No. SAC/BD-97/04. Sacramento (California): SAC Joint Venture.

Files

Cited by

History

  • Receive Date: 17 December 2017
  • Revise Date: 13 June 2018
  • Accept Date: 14 July 2018

Share

How to cite

Statistics