准稳态地震动模拟和场地放大率的计算(英文)
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摘要
本文讨论的是没有强震资料的地区在做地震动模拟时遇到的一些问题。模拟的地震动时程曲线基于统计的衰减数据，如地面加速度峰值或速度反应谱。由于这些数据并不包含有关地震动频率成分的信息．要使用相同的统计反应谱对地震动可以随机模拟为稳态或准稳态的设想加以证明。通过分析显示，如果假定不同的波形，成层软上场地反应得到的时程曲线差别很大。传统上使用的ＳＨ波假定与表面波模拟相比，通常前者导致的局部地点放大率比后者小。本文提出了模拟准稳态地震动方法，给出了分别代表ＳＨ波或ＳＨ波和Ｌｏｖｅ波的合成波的模拟为稳态或准稳态地震动的数字实例．使用不同的频率成分和假定不同的波形对模拟的运动影响很大，尽管模拟的地震动与其统计数据相当吻合。
This paper discusses some problems encountered in simulating earthquake ground motions for a region where no strong motion data are available. Ground motion time histories aresimulated based on statistical attenuation data such as peak ground acceleraton or velocity re-spouse spectrum. Since these data do not contain any information on ground motion frequencycontents, it is demonstrated that ground motions can be stochastically simulated as stationary orquasi -stationary by using the same statistical response spectrum. It also shows that the time histo-ries obtained by analysing the responses of a layered soft soil site differ considerably if differentwave types are assumed. The traditionally used SH wave assumption usually resulting insmaller local site ampliflcation effects as compared to the surface wave assumption. A methodof simulating quasi-stationary ground motion is presented. Numerical examples are given formotions simulated by assuming either stationary or quasi-stationary, which represents SH orthe combined SH and Love waves, respectively. They demonstrate that although the simulatedmotions are all compatible with the same statistical data, using different frequency contents andassuming different wave types affect the simulated motions significantly.
This paper discusses some problems encountered in simulating earthquake ground motions for a region where no strong motion data are available. Ground motion time histories aresimulated based on statistical attenuation data such as peak ground acceleraton or velocity re-spouse spectrum. Since these data do not contain any information on ground motion frequencycontents, it is demonstrated that ground motions can be stochastically simulated as stationary orquasi -stationary by using the same statistical response spectrum. It also shows that the time histo-ries obtained by analysing the responses of a layered soft soil site differ considerably if differentwave types are assumed. The traditionally used SH wave assumption usually resulting insmaller local site ampliflcation effects as compared to the surface wave assumption. A methodof simulating quasi-stationary ground motion is presented. Numerical examples are given formotions simulated by assuming either stationary or quasi-stationary, which represents SH orthe combined SH and Love waves, respectively. They demonstrate that although the simulatedmotions are all compatible with the same statistical data, using different frequency contents andassuming different wave types affect the simulated motions significantly.
引文
[1] Hudson, D. E., Housner, G. W. and Caughey, T. K., Discussion of White Noise Representation ofEarthquakes, Journal of Eng. Mech. Div., ASCE, Vol.86, No.4, pp.193 - 195, 1960.
[2] Amin, M, and Aug, A. H. S., A Nonstationary Stochastic Model for Strong Motion Earthquakes. Structural ResearchSeries, No.306, Unly. of Illinois, Urbana, Illinois, 1968.
[3] Tajimi, H., A Statistical Method of Determing the Maximum Response of a Building Structure during Earthquake,Proc. 2WCEE, Vol.2, pp781 ~ 797, 1960.
[4] Ruiz, P. and Penzien, J., Artificial Generation of Earthquake Accelerograms, Report No.UCB/EERC- 69-03, University of California at Berkeley. 1969.
[5] Watabe, M.. Characteristics of Earthquake Ground Motions, Paper presented in Seminar, Dept. of Civil Engi, University of California at Berkeley,1988.
[6] Seed, H. B., Idriss, I. M. and Dezfulian, H., Relationships between Soil Conditions and Building Damage in theCaracas Earthquake of July 29, 1967,Report No. UCB/EERC- 70-02, University of California at Berkeley,1970.
[7] Borg, S. F., The 19 September 1985 Mexican Earthquake--Rational Analysis of the Anomalous Central MexicoCity Behavior, Technical Repolt COE- 86-l, Stevens Institute of Technology, Hoboken, NJ. 1986.
[8] Astaneh, A., Bertero. V. V., Bolt, B. A.. Mahin, S. A., Moehle, J. P. and Seed, R. B., Preliminary Report onthe Seismological and Engineering Aspects of the October 17, 1989 Santa Cruz (Loma Prieta) Earthquake, Report No.UCB/EERC-89/14, University of California at Berlkeley 1989.
[9] Schnable, P. B., Lysmer, J. and Seed, H. B., SHAKE, A Computer Program for Earthquake Response Analysis ofHorizontally Layered Sites, Report No. UCB/EERC-72-12, University of California at Berkeley. 1972.
[10] Finn, W. D. Liam, Byrne, P.M. and Martin, G. R., Seismic Response and Liquefaction of Sands, Journal of theGeotechnical Engi. Division, ASCE, No. GTS, August 1976.
[11]Hart, J. and Wilson, E. L., Waves f An Efficient Microcomputer Program for Site Response Analysis,Microcomputers in Civil Engineerrng, Vol.6, ppJ29-147.1991
.[12] Wolf, J. P. and Obernhuber, P., Free - Field Response from Inclined SH - Waves and Love - Waves, EarthquakeEngineering and Structural Dynamics, Vol. 10, pp.823 - 845. 1982.
[13] Wolf, J. P. and Obernhuber, P., Free -Field Response from Inclined SV- and P - Waves and Rayleigh -Waves,Earthquake Engineering and Structural Dynamics, Vol. 10, pp.847 - 869. 1982.
[14] Asada, A., Input Seismic Motion for the Use in Soil Dynamics, Proceeding, 9th International Conference on SoilMech. and Foundation Engi., pp. 179 - 182, Tokyo, 1977.
[15] Berg., G. V. and Housner, G. W., Integrated Velocity and Displacement of Strong Earthquake GroundMotion, Bull. Seism. Soc. of America, Vol. sl, pp.175-189, 1961.
[16] Scanlan, R. H. and Sachs, K., Earthquake Time Histories and Response Spectra, Engi. Mech. Division, ASCE, 1974.
[17] Bogdanoff, J. L., Response of a Simple Structure to Random Earthquake Type Disturbance, Bull of Seim. Soc. ofAmerica, Vol. 51, 1961.
[18] Seed, H. B. and Idriss, I. M. Soil Moduli and Damping Factors for Dynamic Response Analysis, Report No.UCB/EERC-70-10, Univelsity of California at Berkeley, 1970.
[19] Murakami, M. and Penzien, J., Nonlinear Response Spectra for Probabilistic Seismic Design and Damage Assessmentof Reinforced Concrete Structures, Report No. UCB/EERC-75-38, University of California at Berkeley, 1975.
[2] Amin, M, and Aug, A. H. S., A Nonstationary Stochastic Model for Strong Motion Earthquakes. Structural ResearchSeries, No.306, Unly. of Illinois, Urbana, Illinois, 1968.
[3] Tajimi, H., A Statistical Method of Determing the Maximum Response of a Building Structure during Earthquake,Proc. 2WCEE, Vol.2, pp781 ~ 797, 1960.
[4] Ruiz, P. and Penzien, J., Artificial Generation of Earthquake Accelerograms, Report No.UCB/EERC- 69-03, University of California at Berkeley. 1969.
[5] Watabe, M.. Characteristics of Earthquake Ground Motions, Paper presented in Seminar, Dept. of Civil Engi, University of California at Berkeley,1988.
[6] Seed, H. B., Idriss, I. M. and Dezfulian, H., Relationships between Soil Conditions and Building Damage in theCaracas Earthquake of July 29, 1967,Report No. UCB/EERC- 70-02, University of California at Berkeley,1970.
[7] Borg, S. F., The 19 September 1985 Mexican Earthquake--Rational Analysis of the Anomalous Central MexicoCity Behavior, Technical Repolt COE- 86-l, Stevens Institute of Technology, Hoboken, NJ. 1986.
[8] Astaneh, A., Bertero. V. V., Bolt, B. A.. Mahin, S. A., Moehle, J. P. and Seed, R. B., Preliminary Report onthe Seismological and Engineering Aspects of the October 17, 1989 Santa Cruz (Loma Prieta) Earthquake, Report No.UCB/EERC-89/14, University of California at Berlkeley 1989.
[9] Schnable, P. B., Lysmer, J. and Seed, H. B., SHAKE, A Computer Program for Earthquake Response Analysis ofHorizontally Layered Sites, Report No. UCB/EERC-72-12, University of California at Berkeley. 1972.
[10] Finn, W. D. Liam, Byrne, P.M. and Martin, G. R., Seismic Response and Liquefaction of Sands, Journal of theGeotechnical Engi. Division, ASCE, No. GTS, August 1976.
[11]Hart, J. and Wilson, E. L., Waves f An Efficient Microcomputer Program for Site Response Analysis,Microcomputers in Civil Engineerrng, Vol.6, ppJ29-147.1991
.[12] Wolf, J. P. and Obernhuber, P., Free - Field Response from Inclined SH - Waves and Love - Waves, EarthquakeEngineering and Structural Dynamics, Vol. 10, pp.823 - 845. 1982.
[13] Wolf, J. P. and Obernhuber, P., Free -Field Response from Inclined SV- and P - Waves and Rayleigh -Waves,Earthquake Engineering and Structural Dynamics, Vol. 10, pp.847 - 869. 1982.
[14] Asada, A., Input Seismic Motion for the Use in Soil Dynamics, Proceeding, 9th International Conference on SoilMech. and Foundation Engi., pp. 179 - 182, Tokyo, 1977.
[15] Berg., G. V. and Housner, G. W., Integrated Velocity and Displacement of Strong Earthquake GroundMotion, Bull. Seism. Soc. of America, Vol. sl, pp.175-189, 1961.
[16] Scanlan, R. H. and Sachs, K., Earthquake Time Histories and Response Spectra, Engi. Mech. Division, ASCE, 1974.
[17] Bogdanoff, J. L., Response of a Simple Structure to Random Earthquake Type Disturbance, Bull of Seim. Soc. ofAmerica, Vol. 51, 1961.
[18] Seed, H. B. and Idriss, I. M. Soil Moduli and Damping Factors for Dynamic Response Analysis, Report No.UCB/EERC-70-10, Univelsity of California at Berkeley, 1970.
[19] Murakami, M. and Penzien, J., Nonlinear Response Spectra for Probabilistic Seismic Design and Damage Assessmentof Reinforced Concrete Structures, Report No. UCB/EERC-75-38, University of California at Berkeley, 1975.
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