Structural Engineering and Mechanics

Techno-Press (테크노프레스)
권호 표지
DOI QR코드

DOI QR Code

Response transformation factors for deterministic-based and reliability-based seismic design

  • Bojorquez, Eden (Facultad de Ingenieria, Universidad Autonoma de Sinaloa, Calzada de las Americas y B. Universitarios s/n) ;
  • Bojorquez, Juan (Mecanica Aplicada, Instituto de Ingenieria, Universidad Nacional Autonoma de Mexico) ;
  • Ruiz, Sonia E. (Mecanica Aplicada, Instituto de Ingenieria, Universidad Nacional Autonoma de Mexico) ;
  • Reyes-Salazar, Alfredo (Facultad de Ingenieria, Universidad Autonoma de Sinaloa, Calzada de las Americas y B. Universitarios s/n) ;
  • Velazquez-Dimas, Juan (Facultad de Ingenieria, Universidad Autonoma de Sinaloa, Calzada de las Americas y B. Universitarios s/n)
  • Received : 2011.04.27
  • Accepted : 2013.05.31
  • Published : 2013.06.25
⟨ Previous Next ⟩

Abstract

One of the main requirements of the seismic design codes must be its easy application by structural engineers. The use of practically-applicable models or simplified models as single-degree-of-freedom (SDOF) systems is a good alternative to achieve this condition. In this study, deterministic and probabilistic response transformation factors are obtained to evaluate the response in terms of maximum ductility and maximum interstory drifts of multi-degree-of-freedom (MDOF) systems based on the response of equivalent SDOF systems. For this aim, five steel frames designed with the Mexican City Building Code (MCBC) as well as their corresponding equivalent SDOF systems (which represent the characteristics of the frames) are analyzed. Both structural systems are subjected to ground motions records. For the MDOF and the simplified systems, incremental dynamic analyses IDAs are developed in first place, then, structural demand hazard curves are obtained. The ratio between the IDAs curves corresponding to the MDOF systems and the curves corresponding to the simplified models are used to obtain deterministic response transformation factors. On the other hand, demand hazard curves are used to calculate probabilistic response transformation factors. It was found that both approaches give place to similar results.

Keywords

References

  1. Baker, J.W. and Cornel, C.A. (2005), "A vector-valued ground motion intensity measure consisting of spectral acceleration and epsilon", Earthquake Engineering and Structural Dynamics, 34, 1193-1217. https://doi.org/10.1002/eqe.474
  2. Baker, J.W. and Cornel, C.A. (2008a), "Vector-valued intensity measures for pulse-like near-fault ground motions", Engineering Structures, 30(4), 1048-1057. https://doi.org/10.1016/j.engstruct.2007.07.009
  3. Baker, J.W. and Cornel, C.A. (2008b), "Vector-valued intensity measures incorporating spectral shape for prediction of structural response", Journal of Earthquake Engineering, 12(4), 534-554. https://doi.org/10.1080/13632460701673076
  4. Bojorquez, E., Ruiz, S.E. and Esteva, L. (2005), "Maximum response transformation factors between structural frames and equivalent SDOF for similar failure rates", XV Congreso Nacional de Ingenieria Sismica, Ciudad de Mexico. (In Spanish)
  5. Bojorquez, E., Iervolino, I. and Manfredi, G. (2008), "Evaluating a new proxy for spectral shape to be used as an intensity measure", The 2008 Seismic Engineering Conference Commemorating the 1908 Messina and Reggio Calabria Earthquake (MERCEA '08).
  6. Bojorquez, E. and Rivera, J.L. (2008), "Effects of degrading models for ductility and dissipated hysteretic energy in uniform annual failure rate spectra", The 14th World Conference on Earthquake Engineering, Beijing, China.
  7. Bojorquez, E., Reyes-Salazar, A., Teran-Gilmore, A. and Ruiz, S.E. (2010), "Energy-based damage index for steel structures", Steel and Composite Structures, 10(4), 343-360.
  8. Bojorquez, E. and Iervolino, I. (2011), "Spectral shape proxies and nonlinear structural response", Soil Dynamics and Earthquake Engineering, 31(7), 996-1008. https://doi.org/10.1016/j.soildyn.2011.03.006
  9. Bojorquez, E., Teran-Gilmore, A., Ruiz, S.E. and Reyes, A. (2011), "Evaluation of structural reliability of steel frames: interstory drifts versus plastic hysteretic energy", Earthquake Spectra, 27(3), 661-682. https://doi.org/10.1193/1.3609856
  10. Cordova, P.P., Dierlein, G.G., Mehanny, S.S.F. and Cornell, C.A. (2001), "Development of a two parameter seismic intensity measure and probabilistic assessment procedure", The second U.S.-Japan Workshop on Performance-Based Earthquake Engineering Methodology for Reinforce Concrete Building Structures, Sapporo, Hokkaido, 187-206.
  11. Cornell, C.A. (1992), "Reliability-based earthquakeresistant design: the future", 11th World Conference on Earthquake Engineering, Balkema Rotterdam 1992, Paper No. 2166.
  12. Esteva, L., Ruiz, S.E. and Rivera, J. (2005), "Reliability and performance-based seismic design of structures with energy-dissipating devices", 9th World Seminar on Seismic Isolation, Energy Dissipation and Active Vibration Control of Structures, Kobe, Japan.
  13. Ghosh, S. and Collins, K.R. (2002), "Application of uniform hazard energy spectra in reliabilitybased seismic design", 7th U.S. National Conference on Earthquake Engineering.
  14. Ghosh, S. and Collins, K.R. (2006), "Merging energy-based design criteria and reliability-based methods: exploring a new concept", Earthquake Engineering and Structural Dynamics, 35(13), 1677-1698. https://doi.org/10.1002/eqe.602
  15. Inoue, T. and Cornell, C.A. (1990), "Seismic hazard analysis of multi-degree-of-freedom structures", Reliability of marine structures, RMS-8, Stanford, California.
  16. Rivera, J.L. and Ruiz, S.E, (2007), "Design approach based on UAFR spectra for structures with displacement-dependent dissipating elements", Earthquake Spectra, 23, 417-439. https://doi.org/10.1193/1.2722380
  17. Shome, N. (1999), "Probabilistic seismic demand analysis of nonlinear structures", Ph.D. Thesis, Stanford University.
  18. Teran-Gilmore, A., Sanchez-Badillo, A. and Espinosa Johnson, M. (2010), "Performance-based seismic design of reinforced concrete ductile buildings subjected to large energy demands", Earthquakes and Structures, 1(1), 69-91. https://doi.org/10.12989/eas.2010.1.1.069
  19. Tothong, P. and Luco, N. (2007), "Probabilistic seismic demand analysis using advanced ground motion intensity measures", Earthquake Engineering and Structural Dynamics, 36, 1837-1860. https://doi.org/10.1002/eqe.696
  20. Trifunac, M.D. and Brady, A.G. (1975), "A study of the duration of strong earthquake ground motion". Bulletin of the Seismological Society of America, 65(3), 581-626.
  21. Vamvatsikos, D. and Cornell, C.A. (2002), "Incremental dynamic analysis", Earthquake Engineering and Structural Dynamics, 31, 491-514. https://doi.org/10.1002/eqe.141
  22. Wang, J. and Zhu, X. (2008), "Correlation study between ground motion intensity measure parameters and deformation demands for bilinear SDOF systems", Acta Seismologica Sinica, 19(1), 78-86.
  23. Wen, Y.K. (1995), "Building reliability and code calibration", Earthquake Spectra, 11(2), 269-296. https://doi.org/10.1193/1.1585815

Cited by

  1. On the Seismic Design of Structures with Tilting Located within a Seismic Region vol.7, pp.11, 2017, https://doi.org/10.3390/app7111146
  2. Comparing Hysteretic Energy and Ductility Uniform Annual Failure Rate Spectra for Traditional and a Spectral Shape-Based Intensity Measure vol.2021, pp.None, 2013, https://doi.org/10.1155/2021/2601087
  3. Method to generate artificial earthquake accelerations with time domain enhancement and attenuation characteristics vol.13, pp.3, 2022, https://doi.org/10.1016/j.asej.2021.09.031