Optimum Selecting and Scaling of Accelerograms for Nonlinear Time History Analysis of Structures

Document Type : Articles

Authors

1 Malayer University, Malayer, Iran

2 Department of Civil Engineering, Malayer University, Malayer, Iran

Abstract

Seismic design and performance assessment of structures require employing earthquake loadings and determining the responses of structures using nonlinear analysis. Among the structural analysis methods, nonlinear time history analysis (NTHA) is the best option for this purpose because it demonstrates realistic behavior of structures against earthquake loadings. However, nonlinear time history analysis of structures involves still some problems related with assembling the suitable set of accelerograms that can properly represent the desired seismic level. Then, in order to perform a nonlinear time history analysis, appropriate record selecting and scaling strategy is required. Because of probabilistic specifications of ground motions, the identification of records to be applied in the evaluation of structural responses is a critical task. Furthermore, record selection directly influences both the median estimation and the dispersion about the median.
The literature for selecting a pre-defined number of recordings within a ground-motion data set is developing consistently due to the recent intention of earthquake or structural engineering practice. Therefore, the characteristics of the selected ground-motion records and scaling strategies are more important for estimation of seismic responses and affecting the accuracy of structural responses are depended to the records selection [1-4].
In this research, a probabilistic based method has been utilized for optimum selecting and scaling of acceleration ground-motion records, which could be led to the reduction of dispersion in nonlinear structural responses. The utilized methodology in this research constrains the scaling to the differences between each individual record and corresponding estimation from the ground-motion prediction equation (GMPE) model. The record selecting and scaling are such that in addition to minimizing the dispersion of nonlinear responses, the median linear responses will be matched to the target spectrum. Furthermore, the applied method will preserve the seismic essence of the selected ground-motion records [4]. In addition, the method emphasizes the significance of preserving the basic seismological features of the ground-motions after being scaled. The final selection of the recording set is accomplished by estimating the standard deviation of all combinations resulting from an available accelerogram data set. 
In this study, by investigation of responses of MDOF steel moment resistant frames, the accuracy of the implemented method is verified. Because of the lack of accelerograms data for our country (Iran), the mean spectrum of relatively severe earthquakes has been produced as the design spectrum. The mentioned spectrum has been provided using 11 records (each record with two horizontal components) for soil type-2 with shear wave velocity between 375-750 m/s, minimum PGA equal to 0.3 g and minimum Mw equal to 5.30. In this investigation, selections of ground motions are managed at two stages. At first stage, 20 records with considering the design earthquake are selected. For second stage, among 20 ground motions, 10 records are selected for performing the nonlinear time history analysis.
For nonlinear time history analysis, 4-story and 12-story 2D steel frames have been investigated. Designing of the mentioned frames have been carried-out using ETABS commercial software, and evaluation of seismic behavior of the frames has been performed using SeismoStruct framework [5]. For nonlinear modeling of steel material, Menegotto-Pinto constitutive modeling has been utilized in the finite-element procedure. The obtained results show that the dispersion of responses using the present study is less than the responses obtained from 2800[6]. 
References

Martinez-Rueda, J.E. (1998) Scaling procedure for natural accelerograms based on a system of spectrum intensity scales. Earthquake Spectra, 14(1), 135-152.
Naeim, F., Alimoradi, A., and Pezeshk, S. (2004) Selection and scaling of ground motion time histories for structural design using genetic algorithms. Earthquake Spectra, 20(2), 413-426.
Baker, J.W. (2011) Conditional mean spectrum: tool for ground-motion selection. Journal of Structural Engineering (ASCE), 137(3), 322-331.
Ay, BÖ, Akkar, S. (2012) A procedure on ground motion selection and scaling for nonlinear response of simple structural systems. Earthquake Engineering and Structural Dynamics, 41, 1693-1707.
SeismoStruct (2010) A computer program for static and dynamic nonlinear analysis of framed Structures. Seismosoft.
Building and Housing Research Center (2006) Iranian Seismic regulations, Standard 2800. 3rd edition, Publication 253.

Keywords

References

  1. Newmark, N.M. and Hall, W.J. (1973) ‘Procedures and Criteria for Earthquake Resistant Design.’ In: Building Practices for Disaster Mitigation, Building Science Series No. 46, National Bureau of Standards, Washington, D.C., 209-236.
  2. Martinez-Rueda, J.E. (1998) Scaling procedure for natural accelerograms based on a system of spectrum intensity scales. Earthquake Spectra, 14(1), 135-152.
  3. Shome, N., Cornell, C.A., Bazzurro, P., and Carballo, J.E. (1998) Earthquakes, records, and nonlinear responses. Earthquake Spectra, 14(3), 469-500.
  4. Naeim, F., Alimoradi, A., and Pezeshk, S. (2004) Selection and scaling of ground motion time histories for structural design using genetic algorithms. Earthquake Spectra, 20(2), 413-426.
  5. Kottke, A. and Rathje, E.M. (2008) A semi-automated procedure for selecting and scaling recorded earthquake motions for dynamic analysis. Earthquake Spectra, 24(4), 911-932.
  6. Baker, J.W. (2011) Conditional mean spectrum: tool for ground-motion selection. Journal of Structural Engineering, ASCE, 137(3), 322-331.
  7. Kalkan, E., Chopra, A.K. (2011) Modal-pushover-based ground motion scaling procedure. Journal of Structural Engineering, ASCE, 137(3), 298-310.
  8. Building and Housing Research Center (2006) Iranian Seismic regulations, Standard 2800, 3rd, Publication 253.
  9. Ay, B.Ö. and Akkar, S. (2012) A procedure on ground motion selection and scaling for nonlinear response of simple structural systems. Earthquake Engineering and Structural Dynamics, 41(12), 1693-1707.
  10. ASCE (2005) Minimum Design Loads For Buildings. ASCE/SEI 7-05, Reston, VA.
  11. Building and Housing Research Center (2015) Basic Data of Accelerograms in Iran. Strong Motion Center.
  12. Akkar, S. and Bommer, J.J. (2010) Empirical equations for the prediction of PGA, PGV, and spectral accelerations in Europe, the Mediterranean Region, and the Middle East. Seismological Research Letters, 81(2), 195-206.
  13. MATLAB (2012) The MathWorks Inc., Natick, MA, USA.
  14. SeismoStruct (2010) A computer program for static and dynamic nonlinear analysis of framed structures. Seismosoft.
  15. ETABS (2011) Extended 3D analysis of building systems. Computers and Structures, Inc., Berkeley University.
  16. UBC (1997) ‘Structural engineering design provisions.’ In: Uniform Building Code, International Conference of Building Officials, 2.

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History

  • Receive Date: 02 January 2016
  • Revise Date: 11 February 2021
  • Accept Date: 26 December 2020

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