DOI QR코드

DOI QR Code

Elastic floor response spectra of nonlinear frame structures subjected to forward-directivity pulses of near-fault records

  • 투고 : 2012.06.03
  • 심사 : 2013.04.28
  • 발행 : 2013.07.25

초록

This article presents the statistical characteristics of elastic floor acceleration spectra that represent the peak response demand of non-structural components attached to a nonlinear supporting frame. For this purpose, a set of stiff and flexible general moment resisting frames with periods of 0.3-3.6 sec. are analyzed using forty-nine near-field strong ground motion records. Peak accelerations are derived for each single degree of freedom non-structural component, supported by the above mentioned frames, through a direct-integration time-history analysis. These accelerations are obtained by Floor Acceleration Response Spectrum (FARS) method. They are statistically analyzed in the next step to achieve a better understanding of their height-wise distributions. The factors that affect FARS values are found in the relevant state of the art. Here, they are summarized to evaluate the amplification and/or reduction of FARS values especially when the supporting structures undergo inelastic behavior. The properties of FARS values are studied in three regions: long-period, fundamental-period and short-period. Maximum elastic acceleration response of non-structural component, mounted on inelastic frames, depends on the following factors: inelasticity intensity and modal periods of supporting structure; natural period, damping ratio and location of non-structural component. The FARS values, corresponded to the modal periods of supporting structure, are strongly reduced beyond elastic domain. However, they could be amplified in the transferring period domain between the mentioned modal periods. In the next step, the amplification and/or reduction of FARS values, caused by inelastic behavior of supporting structure, are calculated. A parameter called the response acceleration reduction factor ($R_{acc}$), has been previously used for far-field earthquakes. The feasibility of extending this parameter for near-field motions is focused here, suggested repeatedly in the relevant sources. The nonlinearity of supporting structure is included in ($R_{acc}$) for better estimation of maximum non-structural component absolute acceleration demand, which is ordinarily neglected in the seismic design provisions.

키워드

참고문헌

  1. Adam, C. (2001), "Dynamics of elastic-plastic shear frames with secondary structures: shake table and numerical studies", Earthq. Eng. Struct. Dyn., 30 (2), 257-277. https://doi.org/10.1002/1096-9845(200102)30:2<257::AID-EQE7>3.0.CO;2-J
  2. Adam, C. and Fotiu, P.A. (2000), "Dynamic analysis of inelastic primary-secondary systems", Eng. Struct., 22, 58-71. https://doi.org/10.1016/S0141-0296(98)00073-X
  3. Ayers, J.M., Sun, T.Y. and Brown, F.R. (1973), "Nonstructural damages to buildings: engineering. The great Alaska earthquake of 1964", National Academy of Science, Washington, D.C.
  4. Aziz, T. and Ghobarah, A. (1988), "Equipment design: future directions", Proceedings 9th world conference on earthquake engineering, 6, Tokyo-Kyoto, Japan, 261-266.
  5. Chaudhuri, S.R and Hutchinson, T.C. (2004), "Distribution of peak horizontal floor acceleration for estimating nonstructural element vulnerability", 13th World Conference on Earthquake Engineering, Vancouver, B.C., Canada, Paper No. 1721.
  6. Chaudhuri, S.R. and Villaverde, R. (2008), "Effect of building nonlinearity on seismic response of nonstructural components: a parametric study", J. Struct. Eng. - ASCE, 134(4), 661-670. https://doi.org/10.1061/(ASCE)0733-9445(2008)134:4(661)
  7. Chopra, A.K. and Chintanapakdee, C. (2001), "Comparing response of SDF systems to near-fault and far-fault earthquake motions in the context of spectral regions", Earthq. Eng. Struct. Dyn., 30(12), 1769-1789. https://doi.org/10.1002/eqe.92
  8. Fu, Q. (2005), "Modeling and prediction of fault-normal near-field ground motions and structural response", Ph.D. Dissertation, Stanford University, Stanford, CA.
  9. Igusa, T. (1990), "Response characteristics of inelastic 2-DOF primary-secondary system", J. Struct. Eng. - ASCE, 116 (5), 1160-1174.
  10. International Code Council (ICC) (2003), "International Building Code", Falls Church, VA.
  11. International Conference of Building Officials (ICBO) (1997), "Uniform building code", Structural Engineering Design Provisions, 2, Whittier, CA.
  12. Kawakatsu, T., Kitada, K., Takemory, T., Kuwabara, Y. and Okiwara, Y. (1979), "Floor response spectra considering elasto-plastic behavior of nuclear facilities", Transactions 5th international conference on structural mechanics in reactor technology, Berlin, Fed, Rep, Germany, K9/4.
  13. Kircher, C.A. (2003), "It makes dollars and sense to improve nonstructural system performance", Proceedings ATC 29-2 Seminar on Seismic Design, Performance and Retrofit of Nonstructural Components in Critical Facilities, Newport Beach, CA, 23-24.
  14. Lin, J. and Mahin, S.A. (1985), "Seismic response of light subsystems on inelastic structures", J. Struct. Eng. - ASCE, 111(2), 400-417. https://doi.org/10.1061/(ASCE)0733-9445(1985)111:2(400)
  15. Medina, R.A., Sankaranarayanan, R. and Kingston, K.M. (2006), "Floor response spectra for light components mounted on regular moment-resisting frame structures", Eng. Struct., 28(14), 1927-1940. https://doi.org/10.1016/j.engstruct.2006.03.022
  16. Miranda, E. and Taghavi, S. (2005), "Approximate floor acceleration demands in multistory buildings. I: Formulation", J. Struct. Eng. - ASCE, 131(2), 203-211. https://doi.org/10.1061/(ASCE)0733-9445(2005)131:2(203)
  17. Nayfeh, A.H. (2000), Nonlinear interactions: analytical, computational, and experimental methods, Wiley, New York.
  18. Razaghi, M. and Mahmoudzadeh Kani, I. (2009), "Distribution of peak horizontal floor acceleration for estimating flexibly supported non-structural element vulnerability", M.Sc. Dissertation, University of Tehran, Tehran, IR.
  19. Roesset, J.M. (1998), "Seismic design of nuclear power plants-where are we now?", J. Nucl. Eng. Des., 182, 3-15. https://doi.org/10.1016/S0029-5493(97)00277-X
  20. Sankaranarayanan, R. (2007), "Seismic response of acceleration-sensitive nonstructural components mounted on moment resisting frame structures", Ph.D. Dissertation, University of Maryland, College Park, MD.
  21. Sankaranarayanan, R. and Medina, R.A. (2006), "Estimation of seismic acceleration demands of nonstructural components exposed to near-fault ground motions", First European Conference on Earthquake Engineering and Seismology, Geneva, Switzerland, Paper Number 1248.
  22. Santa Ana, R.P. and Miranda, E. (2000), "Strength reduction factors for multi-degree-of-freedom systems", Proceedings 12th World Conference on Earthquake Engineering, New Zealand Society for Earthquake Engineering, Auckland, New Zealand.
  23. Schroeder, M.E. and Backman, R.E. (1994), "Analytical studies in support of the 1994 NEHRP provisions for nonstructural components", Proceedings 5th U.S. National Conference on Earthquake Engineering, 4, Earthquake Engineering Research Institute, Oakland, CA, 755-764.
  24. Segal, D. and Hall, W.J. (1989), "Experimental seismic investigation of appendages in structures", SRS report No. 545, Department of Civil Engineering, University of Illinois at Urbana-Champaign.
  25. Sewell, R.T., Cornell, C.A., Toro, G.R. and McGuire, R.K. (1986), "A study of factors influencing floor response spectra in nonlinear multi-degree-of-freedom structures", JABEEC Report No. 82, Department of Civil and Environmental Engineering, Stanford University, Palo Alto, CA.
  26. Sewell, R.T., Cornell, C.A., Toro, G.R., McGuire, R.K., Kassawara, R.P. and Singh, A. (1989), "Factors influencing equipment response in linear and nonlinear structures", Transactions 9th international conference on structural mechanics in reactor technology, Lausanne, Switzerland, K2: 849-856.
  27. Sewell, R.T., Cornell, C.A., Toro, G.R., McGuire, R.K., Kassawara, R.P., Singh, A. and Stepp, J.C. (1987), "Factors influencing equipment response in linear and nonlinear structures", 9th International Conference on Structural Mechanics in Reactor Technology, Lausanne, Switzerland, Wittmann FH (ed.). AA Balkema: Rotterdam, 849-856.
  28. Singh, M.P., Chang, T.S. and Suarez, L.E. (1996), "Floor response spectrum amplification due to yielding of supporting structure", Proceedings 11th World Conference on Earthquake Engineering, Acapulco, Mexico, Paper No. 1444.
  29. Singh, M.P., Moreschi, L.M., Suarez, L.E. and Matheu, E.E. (2006a), "Seismic design forces. I: Rigid nonstructural components", J. Struct. Eng. - ASCE, 132(10),1524-1532. https://doi.org/10.1061/(ASCE)0733-9445(2006)132:10(1524)
  30. Singh, M.P., Moreschi, L.M., Suarez, L.E. and Matheu, E.E. (2006b), "Seismic design forces. II: Flexible nonstructural components", J. Struct. Eng. - ASCE, 132(10), 1533-1542. https://doi.org/10.1061/(ASCE)0733-9445(2006)132:10(1533)
  31. Singh, M.P., Suarez, L.E., Matheu, E.E. and Maldonado, G.O. (1993), "Simplified procedure for seismic design of nonstructural components and assessment of current code provisions", NCEER report No. 93-0013, National Center for Earthquake Engineering Research, State University of New York at Buffalo, NY.
  32. Taghavi, S. and Miranda, E. (2003), "Probabilistic study of peak floor acceleration demands in linear structures", 9th International Conference on Applications of Statistics and Probability in Civil Engineering, San Francisco, 2, 1565-1572.
  33. Toro, G.R., McGuire, R.K., Cornell, C.A. and Sewell, R.T. (1989), "Linear and nonlinear response of structures and equipment to California and Eastern United States earthquakes", EPRI report NP-5566, Palo Alto, CA, Electric Power Research Institute.
  34. Villaverde, R. (1987), "Simplified approach for the seismic analysis of equipment attached to elasto-plastic structures", J. Nucl. Eng. Des., 103(3), 267-279. https://doi.org/10.1016/0029-5493(87)90310-4
  35. Villaverde, R. (2000), "Design-oriented approach for seismic nonlinear analysis of nonstructural components", Paper 1979, Proceedings of 12th World Conference on Earthquake Engineering, Auckland, New Zealand.
  36. Viti, G., Olivieri, M. and Travi, S. (1981), "Development of nonlinear floor response spectra", J. Nuclear Eng. Des., 64(1), 33-38. https://doi.org/10.1016/0029-5493(81)90029-7

피인용 문헌

  1. Seismic response of nonstructural components considering the near-fault pulse-like ground motions vol.10, pp.5, 2016, https://doi.org/10.12989/eas.2016.10.5.1213
  2. Effect of second hardening on floor response spectrum of a base-isolated nuclear power plant vol.322, 2017, https://doi.org/10.1016/j.nucengdes.2017.06.004
  3. Amplification factors for design of nonstructural components considering the near-fault pulse-like ground motions vol.15, pp.4, 2017, https://doi.org/10.1007/s10518-016-0031-4
  4. A direct method for determining floor response spectra at the ITER Tokamak Complex vol.323, 2017, https://doi.org/10.1016/j.nucengdes.2017.01.030
  5. Real-time seismic structural response prediction system based on support vector machine vol.18, pp.2, 2013, https://doi.org/10.12989/eas.2020.18.2.163
  6. 진동대 실험을 통한 전단벽 구조물의 층응답 특성 평가 vol.25, pp.3, 2021, https://doi.org/10.5000/eesk.2021.25.3.129
  7. Influence of torsional irregularity on tri-directional floor response spectra used in industrial buildings vol.7, pp.1, 2022, https://doi.org/10.1007/s41062-021-00639-1
  8. Experimental study on the floor responses of a base-isolated frame structure via shaking table tests vol.253, pp.None, 2013, https://doi.org/10.1016/j.engstruct.2021.113763