基于性能的钢筋混凝土框架结构地震易损性分析
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摘要
钢筋混凝土结构易损性的研究大多数集中于地震烈度或地震动峰值加速度上(PGA),地震动的选取亦没有考虑近远场地震的不同,且对于房屋建筑的研究较少。因此综合考虑地震动峰值加速度及阻尼比为5%的谱加速度,考虑近场及远场地震的不同性质,对一钢筋混凝土框架房屋进行地震易损性分析。定义了结构整体的4个极限破坏状态,提出了基于结构极限破坏状态确定结构抗震性能水平的方法。最后基于增量动力分析(IDA)的结果,采用该方法对结构进行基于性能的地震易损性分析,得到结构的易损性曲线,对结构在不同IM参数及不同地震动下的易损性能进行评估和对比分析。从而可以根据结构的实际地震需求从概率意义上判断结构所处的地震破坏状态,为今后震害预测提供了参考。
The traditional research of structural vulnerability of RC structures mostly focuses on seismic intensity or peak ground acceleration(PGA).The selection of ground motions did not considered the difference between near-field and far-field earthquakes,and the research on building construction is less.Therefore,comprehensively considering the peak ground acceleration and damping ratio of 5% of the spectral acceleration,considering the different natures of near-field and far-field ground motions,fragility analysis on some RC frame structures was did.Four ultimate damage states for entire structure were defined,and based on the definition,a method for solving the limit values of the four performance levels was put forward.Finally,based on the results of incremental dynamic analysis(IDA),the performance-based seismic fragility analysis was carried out using this method,and fragility curves were derived to assess and compare the seismic performances under different IM parameters and different ground motions.According to the actual seismic demand of the structure,it can determine the damage states from the sense of probability,and provide a reference for future seismic damage prediction.
The traditional research of structural vulnerability of RC structures mostly focuses on seismic intensity or peak ground acceleration(PGA).The selection of ground motions did not considered the difference between near-field and far-field earthquakes,and the research on building construction is less.Therefore,comprehensively considering the peak ground acceleration and damping ratio of 5% of the spectral acceleration,considering the different natures of near-field and far-field ground motions,fragility analysis on some RC frame structures was did.Four ultimate damage states for entire structure were defined,and based on the definition,a method for solving the limit values of the four performance levels was put forward.Finally,based on the results of incremental dynamic analysis(IDA),the performance-based seismic fragility analysis was carried out using this method,and fragility curves were derived to assess and compare the seismic performances under different IM parameters and different ground motions.According to the actual seismic demand of the structure,it can determine the damage states from the sense of probability,and provide a reference for future seismic damage prediction.
引文
[1]王丹.钢框架结构的地震易损性及概率风险分析[D].哈尔滨:哈尔滨工业大学,2006.Wang Dan.Seismic fragility analysis and probabilistic risk analysis of steel frame structures[D].Harbin:Harbin Institute of Technology,2006.(in Chinese)
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[7]Sasani M,Kiureghian A D.Seismic fragility of RC structural walls:displacement approach[J].Journal of Structural Engineering,2001,127(2):219―228.
[8]Shinozuka M,Feng M Q,Kim H K,Kim S H.Nonlinear static procedure for fragility curve development[J].Journal of Engineering Mechanics,2000,126(12):1287―1295.
[9]尹之潜.结构易损性分类和未来地震灾害估计[J].中国地震,1996,12(1):49―55.Yin Zhiqian.Classification of structure vulnerability and evaluating earthquake damage from future earthquake[J].Earthquake Research in China,1996,12(1):49―55.(in Chinese)
[10]高小旺,龚思礼,苏经宇,等.建筑抗震规范设计理解和应用[M].北京:中国建筑工业出版社,2002.Gao Xiaowang,Gong Sili,Su Jingyu,et al.The understanding and application for the code of seismic design of buildings[M].Beijing:China Building Industry Press,2002.(in Chinese)
[11]FEMA356Prestandard and commentary for seismic rehabilitation of buildings[S].Washington DC:American Society of Civil Engineers,2000.
[12]JGJ3-2002,高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2002.JGJ3-2002,Technical specification for concrete structures of tall buildings[S].Beijing:China Building Industry Press,2002.(in Chinese)
[13]Shome N.Probabilistic seismic demand analysis of nonlinear structures[D].Stanford:Stanford University,1999.
[14]Cornell C A,Krawinkler H.Progress and challenges in seismic performance assessment[J].PEER Center News,2000,3(2):4.
[15]Vamvatsikos D,Fragiadakis M.Incremental dynamic analysis for estimating seismic performance sensitivity and uncertainty[J].Earthquake Engineering and Structural Dynamics,2009,DOI:10.1002/eqe.935.
[16]Shome N.Probabilistic seismic demand analysis of nonlinear structures[D].Stanford:Dept.of Civil and Environment Engineering,Stanford University,1999.
[17]Aslani H,Miranda E.Probabilistic response assessment for building-specific loss estimation[C].PEER2003,Pacific Earthquake Engineering Research Center,University of California at Berkeley:Berkeley,California,PEER-2003/03.
[18]Baker J W,Cornell C A.Choice of a vector of ground motion intensity measure for seismic demand hazard analysis[C].13th World Conference on Earthquake Engineering Vancouver,B.C.,Canada August1-6,2004:3384.
[2]刘晶波,刘阳冰,闫秋实,等.基于性能的方钢管混凝土框架结构地震易损性分析[J].土木工程学报,2010,43(2):39―47.Liu Jingbo,Liu Yangbing,Yan Qiushi,et al.Performance-based seismic fragility analysis of CFST frame structures[J].China Civil Engineering Journal,2010,43(2):39―47.(in Chinese)
[3]吕大刚,于晓辉,潘峰,等.基于改进云图法的结构概率地震需求分析[J].世界地震工程,2010,26(1):7―15.LüDagang,Yu Xiaohui,Pan Feng,et al.Probabilistic seismic demand analysis of structures based on an improved cloud method[J].World Earthquake Engineering,2010,26(1):7―15.(in Chinese)
[4]H.Hwang,刘晶波.地震作用下钢筋混凝土桥梁结构易损性分析[J].土木工程学报,2004,37(6):47―51.H.Hwang,Liu Jingbo.Seismic fragility analysis of reinforced concrete bridges[J].China Civil Engineering Journal,2004,37(6):47―51.(in Chinese)
[5]吕大刚,于晓辉,王光远.基于MVFOSM有限元可靠度方法的结构整体概率抗震能力分析[J].世界地震工程,2008,24(2):1―8.LüDagang,Yu Xiaohui,Wang Guangyuan.Global probabilistic seismic capacity analysis of structures based on MVFOSM finite element reliability method[J].World Earthquake Engineering,2008,24(2):1―8.(in Chinese)
[6]Schotanus M I J,Franchin P,Lupoi A,Pinto P E.Seismic fragility analysis of3D structures[J].Structural Safety,2004,(26):421―441.
[7]Sasani M,Kiureghian A D.Seismic fragility of RC structural walls:displacement approach[J].Journal of Structural Engineering,2001,127(2):219―228.
[8]Shinozuka M,Feng M Q,Kim H K,Kim S H.Nonlinear static procedure for fragility curve development[J].Journal of Engineering Mechanics,2000,126(12):1287―1295.
[9]尹之潜.结构易损性分类和未来地震灾害估计[J].中国地震,1996,12(1):49―55.Yin Zhiqian.Classification of structure vulnerability and evaluating earthquake damage from future earthquake[J].Earthquake Research in China,1996,12(1):49―55.(in Chinese)
[10]高小旺,龚思礼,苏经宇,等.建筑抗震规范设计理解和应用[M].北京:中国建筑工业出版社,2002.Gao Xiaowang,Gong Sili,Su Jingyu,et al.The understanding and application for the code of seismic design of buildings[M].Beijing:China Building Industry Press,2002.(in Chinese)
[11]FEMA356Prestandard and commentary for seismic rehabilitation of buildings[S].Washington DC:American Society of Civil Engineers,2000.
[12]JGJ3-2002,高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2002.JGJ3-2002,Technical specification for concrete structures of tall buildings[S].Beijing:China Building Industry Press,2002.(in Chinese)
[13]Shome N.Probabilistic seismic demand analysis of nonlinear structures[D].Stanford:Stanford University,1999.
[14]Cornell C A,Krawinkler H.Progress and challenges in seismic performance assessment[J].PEER Center News,2000,3(2):4.
[15]Vamvatsikos D,Fragiadakis M.Incremental dynamic analysis for estimating seismic performance sensitivity and uncertainty[J].Earthquake Engineering and Structural Dynamics,2009,DOI:10.1002/eqe.935.
[16]Shome N.Probabilistic seismic demand analysis of nonlinear structures[D].Stanford:Dept.of Civil and Environment Engineering,Stanford University,1999.
[17]Aslani H,Miranda E.Probabilistic response assessment for building-specific loss estimation[C].PEER2003,Pacific Earthquake Engineering Research Center,University of California at Berkeley:Berkeley,California,PEER-2003/03.
[18]Baker J W,Cornell C A.Choice of a vector of ground motion intensity measure for seismic demand hazard analysis[C].13th World Conference on Earthquake Engineering Vancouver,B.C.,Canada August1-6,2004:3384.
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