Factors Influencing Maximum and Residual Deformations of SDOF Systems Subjected to Large Ground Motions

Abstract:

The maximum and residual deformations of structures subjected to strong ground motions are the most importance indexes, particularly under the performance-based design framework, thus understanding the influencing factors is of great importance to seismic design. In this study, single degree of freedom (SDOF) systems with varying structural properties are analyzed using a series of strong ground motions from FEM/SAC project. The influences of three structural parameters, i.e., yield force, second stiffness after yielding, and stiffness degradation, on the maximum and residual deformations are investigated based on the statistics of the analysis results. The analysis results suggest the follows: (1) larger yield forces lead to smaller residual and maximum deformations for short period structures, and they lead to smaller residual deformations but no necessarily smaller maximum deformation for intermediate and long period structures; (2) larger second stiffness lead to smaller residual and maximum deformations for short period structures, and they lead to smaller residual deformations but no necessarily smaller maximum deformation for intermediate and long period structures; (3) smaller stiffness degradation index leads to smaller maximum deformations but larger residual deformations.

• Periodical: Advanced Materials Research (Volumes 243-249)
• Pages: 170-177
• DOI: https://doi.org/10.4028/www.scientific.net/AMR.243-249.170
• Online since: May 2011
• Authors: Peng Pan, Yu Zhang, Shi Yan Song, Lie Ping Ye
• Keywords: Maximum Deformation, Residual Deformation, Second Stiffness, Stiffness Degradation, Yield Force

References

[1] National Standards of the People's Republic of China, Code for seismic design of buildings GB50011-2001, China Architecture & Building Press,2001,Beijing

[2] A. S. Veletsos and N. M. Newmark, 'Effect of Inelastic Behavior on the Response of Simple system to Earthquake Motion', Proceedings, Second World Conference on Earthquake Engineering, 1960, p.895~912.

[3] N. M. Newmark, W. J . Hall ,A Rational Approach of Seismic Design Standars for structures ,5WCEE[M] ,(1975)

[4] Newmark N. M. Earthquake Engineering [M]. Bejing: Science Press, 1978. (in Chinese)

[5] N. M. Newmark, Earthquake Resistant Design and ATC Provisions, Proc. 3rd CCEE, [J ] ,1979, 1: 609～651

[6] E. Miranda and V. Bertero, Evaluation of strength reduction factors for earthquake-resistant design, Earthquake Spectra 10(2), 357~379 (1994).

DOI: 10.1193/1.1585778

[7] Wang Qianxin. Elasto-plastic response spectrum[R]. Earthquake Engineering Research Reports, Volume II, Bejing: Science Press, 1965. (in Chinese)

[8] Chen D. Ductility spectra of seismic structure. Research Reports of Earthquake and Detonation Prevention Research Institute of Tsinghua University. Tsinghua Press, 1980.

[9] Chen Dan, Ductility Spectra and Collapse Spectra for Earthquake Resistant Structures , Proc. 7th European Conference on Earthquake Engineering[M] ,(1982)

[10] Wei Chengji.Displacement Ratio Spectrum of Elastoplastic Structures[J] . Journal of Building Structures,1986 ,4(1)

[11] Riddell R, Newmark N M, Statistical analysis of the response of nonlinear systems subjected to earthquakes. Research Report, University of Illinois, Urbana, Illinois, 1979.

DOI: 10.2172/5181570

[12] Mahin S A, Bertero V V. An evaluation of inelastic seismic response spectra. Journal of Structural Division, 1981, 107(9)

[13] Christopoulos C, Pampanin S, Priestley M J N. Performance-based seismic response of frame structures including residual deformations - Part I: single-degree-of-freedom systems. Journal of Earthquake Engineering, 2003, 7(1): 97~118.

DOI: 10.1080/13632460309350443

[14] Somerville P et al. Development of ground motion time histories for phase 2 of the FEMA/SAC steel project. SAC Background Document. Report No.SAC/BD-99-03,SAC Joint Venture, 555 University Ave., Sacramento, 1997.

[15] Nielsen, N.N., and F.A. Imbeault, Validity of Various Hysteretic Systems, Proceedings, Third Japan national Conference on Earthquake Engineering, 1971, pp.707-714.

[16] Shunsuke Otani, Hysteresis Models of Reinforced Concrete for Earthquake Response Analysis, Journal of Faculty of Engineering, University of Tokyo, Vol. XXXVI, No. 2, 1981, p.407 – 441.