基于能力谱法的单自由度结构易损性分析
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摘要
为进行基于能力谱法的结构地震易损性分析,采用选定的250条地震波对单自由度结构进行了弹塑性时程分析和弹性时程分析,建立了结构弹塑性时程分析最大位移与Pushover分析最大位移比的平均值和变异系数与相关参数的关系式,其中Pushover分析中的需求谱采用的是按相同地震波进行弹性时程分析建立的反应谱;通过Monte-Carlo方法分析了随机结构参数下Pushover分析得到的最大位移的概率特性,给出了最大位移平均值和变异系数的表达式;采用可靠度计算理论,给出了结构易损概率的计算公式和可靠指标的简化计算公式。结果表明:提出的易损性分析方法通过Pushover分析实现了传统结构易损性分析方法需要进行大量弹塑性时程计算才能达到的目标。
In order to analyse the structural seismic vulnerability based on capacity spectrum method,elastic-plastic and elastic time history analysis under 250 selected seismic wave records were made for structure of single degree of freedom(SDOF)systems.Pushover analysis,whose respond spectrum was generated by the elastic-plastic time-history analysis under the same seismic wave records,was carried out.The relationship among the mean and variation coefficient of ratio of maximum displacement from elastic analysis to Pushover analysis with the relevant parameters were set.The probabilistic characteristic of the maximum displacement obtained from Pushover analysis of stochastic structures were generated by Monte-Carlo method according to the probability distribution of structural parameters.Based on the reliability theory,the expressions for calculating the vulnerability probability and reliability index were presented.The proposed method for vulnerability analysis can conceivably substitute the time-consuming process of traditional time-history method by Pushover analysis.
In order to analyse the structural seismic vulnerability based on capacity spectrum method,elastic-plastic and elastic time history analysis under 250 selected seismic wave records were made for structure of single degree of freedom(SDOF)systems.Pushover analysis,whose respond spectrum was generated by the elastic-plastic time-history analysis under the same seismic wave records,was carried out.The relationship among the mean and variation coefficient of ratio of maximum displacement from elastic analysis to Pushover analysis with the relevant parameters were set.The probabilistic characteristic of the maximum displacement obtained from Pushover analysis of stochastic structures were generated by Monte-Carlo method according to the probability distribution of structural parameters.Based on the reliability theory,the expressions for calculating the vulnerability probability and reliability index were presented.The proposed method for vulnerability analysis can conceivably substitute the time-consuming process of traditional time-history method by Pushover analysis.
引文
[1]吕大刚,李晓鹏,王光远.基于可靠度和性能的结构整体地震易损性分析[J].自然灾害学报,2006,15(2):107-114.LU Da-gang,LI Xiao-peng,WANG Guang-yuan.Global Seismic Fragility Analysis of Structures Based on Reliability and Performance[J].Journal of Natural Disasters,2006,15(2):107-114.
[2]FEMA273/FEMA274,NHERP Guidelines for the Seismic Rehabilitation of Buildings[S].
[3]EN 1998-1-1:1994,Eurocode 8:Design of Structures for Earthquake Resistance of Structures.Part 1:General Rules,Seismic Actions and Rules for Buildings[S].
[4]COMARTIN C D,NIEWIAROWSKI R W,ROJAHN C.Seismic Evaluation and Retrofit of Concrete Buildings[R].Sacramento:Seismic Safety Commission,1996.
[5]FEMA 154,Rapid Visual Screening of Building for Potential Seismic Hazards[S].
[6]MWAFY A M,ELNASHAI A S.Static Pushover Versus Dynamic Collapse Analysis of RC Buildings[J].Engineering Structures,2001,23(5):407-424.
[7]CHOPRA A K,GOEL R K.A Modal Pushover Analysis Procedure for Estimating Seismic Demands for Buildings[J].Earthquake Engineering&Structural Dynamics,2002,31(3):561-582.
[8]SHINOZUKA M,FENG M Q,KIM H K,et al.Nonlinear Static Procedure for Fragility Curve Development[J].Journal of Engineering Mechanics,2000,126(12):1287-1295.
[9]KIM J H,ROSOWSKY D V.Fragility Analysis for Performance-based Seismic Design of Engineering Wood Shearwalls[J].Journal of Structural Engineering,2005,131(11):1764-1773.
[10]CHOPRA A K,GOEL R K.Capacity Demand Diagram Methods for Estimating Seismic Deformation of Inelastic Structures:SDOF System[R].Berkeley:University of California,1999.
[11]FREEMAN S A.Review of the Development of the Capacity Spectrum Method[J].ISET Journal of Earthquake Technology,2004,41(1):1-13.
[12]JUDI H J,DAVIDSON B J,FENWICK R C.Damping for Nonlinear Static Procedure in ATC-40[C]//Earthquake Engineering Research Institute.Proceedings of 7th US National Conference on Earthquake Engineering.Oakland:Earthquake Engineering Research Institute,2002:989-998.
[13]贡金鑫,程玲,张勤.结构静力非线性分析与弹塑性时程分析结果的统计关系及残余变形计算[J].建筑结构学报,2011,32(12):224-234.GONG Jin-xin,CHENG Ling,ZHANG Qin.Statistical Relationship Between Results of Static Nonlinear Analysis and Elasto-plastic Time-history and Calculation of Residual Deformation for Structures[J].Journal of Building Structures,2011,32(12):224-234.
[14]FEMA.FEMA P695—Quantification of Building Seismic Performance Factors[R].Washington DC:FEMA,2009.
[15]程玲.基于Pushover方法的单自由度结构抗震易损性分析[D].大连:大连理工大学,2013.CHENG Ling.Fragility Analysis of SDOF Based on Pushover Method[D].Dalian:Dalian University of Technology,2013.
[16]贡金鑫,魏巍巍.工程结构可靠性设计原理[M].北京:机械工业出版社,2007.GONG Jin-xin,WEI Wei-wei.Fundamentals for Reliability Design of Engineering Structures[M].Beijing:China Machine Press,2007.
[17]JTG/T B02-01—2008,公路桥梁抗震设计细则[S].JTG/T B02-01—2008,Guidelines for Seismic Design of Highway Bridges[S].
[2]FEMA273/FEMA274,NHERP Guidelines for the Seismic Rehabilitation of Buildings[S].
[3]EN 1998-1-1:1994,Eurocode 8:Design of Structures for Earthquake Resistance of Structures.Part 1:General Rules,Seismic Actions and Rules for Buildings[S].
[4]COMARTIN C D,NIEWIAROWSKI R W,ROJAHN C.Seismic Evaluation and Retrofit of Concrete Buildings[R].Sacramento:Seismic Safety Commission,1996.
[5]FEMA 154,Rapid Visual Screening of Building for Potential Seismic Hazards[S].
[6]MWAFY A M,ELNASHAI A S.Static Pushover Versus Dynamic Collapse Analysis of RC Buildings[J].Engineering Structures,2001,23(5):407-424.
[7]CHOPRA A K,GOEL R K.A Modal Pushover Analysis Procedure for Estimating Seismic Demands for Buildings[J].Earthquake Engineering&Structural Dynamics,2002,31(3):561-582.
[8]SHINOZUKA M,FENG M Q,KIM H K,et al.Nonlinear Static Procedure for Fragility Curve Development[J].Journal of Engineering Mechanics,2000,126(12):1287-1295.
[9]KIM J H,ROSOWSKY D V.Fragility Analysis for Performance-based Seismic Design of Engineering Wood Shearwalls[J].Journal of Structural Engineering,2005,131(11):1764-1773.
[10]CHOPRA A K,GOEL R K.Capacity Demand Diagram Methods for Estimating Seismic Deformation of Inelastic Structures:SDOF System[R].Berkeley:University of California,1999.
[11]FREEMAN S A.Review of the Development of the Capacity Spectrum Method[J].ISET Journal of Earthquake Technology,2004,41(1):1-13.
[12]JUDI H J,DAVIDSON B J,FENWICK R C.Damping for Nonlinear Static Procedure in ATC-40[C]//Earthquake Engineering Research Institute.Proceedings of 7th US National Conference on Earthquake Engineering.Oakland:Earthquake Engineering Research Institute,2002:989-998.
[13]贡金鑫,程玲,张勤.结构静力非线性分析与弹塑性时程分析结果的统计关系及残余变形计算[J].建筑结构学报,2011,32(12):224-234.GONG Jin-xin,CHENG Ling,ZHANG Qin.Statistical Relationship Between Results of Static Nonlinear Analysis and Elasto-plastic Time-history and Calculation of Residual Deformation for Structures[J].Journal of Building Structures,2011,32(12):224-234.
[14]FEMA.FEMA P695—Quantification of Building Seismic Performance Factors[R].Washington DC:FEMA,2009.
[15]程玲.基于Pushover方法的单自由度结构抗震易损性分析[D].大连:大连理工大学,2013.CHENG Ling.Fragility Analysis of SDOF Based on Pushover Method[D].Dalian:Dalian University of Technology,2013.
[16]贡金鑫,魏巍巍.工程结构可靠性设计原理[M].北京:机械工业出版社,2007.GONG Jin-xin,WEI Wei-wei.Fundamentals for Reliability Design of Engineering Structures[M].Beijing:China Machine Press,2007.
[17]JTG/T B02-01—2008,公路桥梁抗震设计细则[S].JTG/T B02-01—2008,Guidelines for Seismic Design of Highway Bridges[S].
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