线性结构的非平稳随机地震反应与可靠度分析
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摘要
基于Sigma振子过程完全非平稳地震荷载模型,建立线性结构随机地震反应分析的时域表达式,利用Simpson法则迭代计算结构随机地震反应的二阶统计特性,由穿越方法,给出具有较大设计安全界限结构地震可靠度的近似评估方法。一个抗弯钢框架的非平稳地震反应与可靠度分析,说明了本文方法的效率、精度和应用过程。
The time domain expressions of responses of linear structures subjected to a Sigma oscillator process on the basis of fully nonstationary earthquake model are presented.The recursive numerical solutions for the second-order statistics of the responses are derived based on Simpson's rules for the single-and-double integration.From crossing approaches,an approximate reliability method for linear structures with high safe domain barriers is established.The response and the reliability analysis of a moment-resisting frame demonstrates the effectiveness,accuracy and usage of the numerical method.
The time domain expressions of responses of linear structures subjected to a Sigma oscillator process on the basis of fully nonstationary earthquake model are presented.The recursive numerical solutions for the second-order statistics of the responses are derived based on Simpson's rules for the single-and-double integration.From crossing approaches,an approximate reliability method for linear structures with high safe domain barriers is established.The response and the reliability analysis of a moment-resisting frame demonstrates the effectiveness,accuracy and usage of the numerical method.
引文
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[3]Peng B F,Conte J P.Closed-form solutions for the response of linear systems to fully nonstationary earthquake excitation[J].Engrg.Mech.ASCE,1998,124(6):84-94.
[4]Chaudhuri A,Chakraborty S.Reliability of linear structures with parameter uncertainty under nonstationary earthquake[J].Struct.Saft,2006,28(3):231-246.
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[9]Jun H.Numerical calculation for first excursion probabilities of linear systems[J].Probab.Engrg.Mech,2009,24(3):418-425.
[10]Jun H.A reliability approximation for structures subjected to non-stationary random excitation[J].Struct.Saft,2009,31(4):268-274.
[11]何军.结构首次穿越失效研究的新进展[J].地震工程与工程震动,2006,26(6):55-60.
[2]Conte J P,Peng B F.Fully nonstationary analytical earthquake ground-motion model[J].Engrg.Mech.ASCE,1997,123(1):15-24.
[3]Peng B F,Conte J P.Closed-form solutions for the response of linear systems to fully nonstationary earthquake excitation[J].Engrg.Mech.ASCE,1998,124(6):84-94.
[4]Chaudhuri A,Chakraborty S.Reliability of linear structures with parameter uncertainty under nonstationary earthquake[J].Struct.Saft,2006,28(3):231-246.
[5]叶其孝,沈永欢.实用数学手册[M].2版.北京:科学出版社,2008:718-729.
[6]朱位秋.随机振动[M].北京:科学出版社,1998:491-492.
[7]Au S K,Beck J L.First excursion probability for linear systemby very efficient important sampling[J].Prob.Engrg Mech,2001,16(2):193-207.
[8]Schue¨ller G I,Shinozuka M.Stochastic Methods in Structural Dynamics[M].Dordrecht,Martinus Nijhoff Publishers,1987:94-110.
[9]Jun H.Numerical calculation for first excursion probabilities of linear systems[J].Probab.Engrg.Mech,2009,24(3):418-425.
[10]Jun H.A reliability approximation for structures subjected to non-stationary random excitation[J].Struct.Saft,2009,31(4):268-274.
[11]何军.结构首次穿越失效研究的新进展[J].地震工程与工程震动,2006,26(6):55-60.
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