高墩大跨桥梁结构的脆弱性分析
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摘要
采用大型有限元分析软件,对中国西南某铁路特大桥8#墩进行了静力弹塑性(Pushover)分析,得到了结构能力曲线,并以谱加速度和残余位移漂移比作为地面运动强度度量参数和工程需求参数,对高墩大跨桥梁结构进行了脆弱性分析。分析结果表明:当其他条件相同时,随着界限状态的提升,结构要达到相同的概率所需的地面运动强度呈递增趋势;当地面运动作用强度相同时,基阶加载模式计算的脆弱性曲线低估了结构的抗震性能,而均布和SRSS组合加载的脆弱性分析又过分高估了结构的抗震能力。
FEA software was used to do the Pushover analysis for 8# pier of one railway bridge in Southwest China.The structural capacity curve was obtained.The spectral acceleration and residual displacement drift ratio were chosen to be metric parameter of ground motion intensity and engineering demand parameter,the vulnerability analysis about this bridge was carried out.The results show that when the limiting status increase,the ground motion intensity should also be increased in order to reach the same probability,subject to same ground motion intensity,the vulnerability analysis based on first load mode underestimates the seismic performance,the vulnerability analysis based on average load mode and SRSS mode combination overvalues the seismic performance.
FEA software was used to do the Pushover analysis for 8# pier of one railway bridge in Southwest China.The structural capacity curve was obtained.The spectral acceleration and residual displacement drift ratio were chosen to be metric parameter of ground motion intensity and engineering demand parameter,the vulnerability analysis about this bridge was carried out.The results show that when the limiting status increase,the ground motion intensity should also be increased in order to reach the same probability,subject to same ground motion intensity,the vulnerability analysis based on first load mode underestimates the seismic performance,the vulnerability analysis based on average load mode and SRSS mode combination overvalues the seismic performance.
引文
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[2]Dutta A,Mander J B.Seismic vulnerability analysis ofhighway bridges[R].New York:MultidisciplinaryCenter for Earthquake Engineering Research,2000.
[3]Shinozuka M,Feng M Q,Kim H,et al.Nonlinearstatic procedure for fragility curve development[J].Journal of Engineering Mechanics,2000,126(12):1287-1296.
[4]Barran R,Reinhom A.Spectral evaluation of seismicfragility of structures[R].New York:Multidiscipli-nary Center for Earthquake Engineering Research,2000.
[5]Dutta A.On energy-based seismic analysis and designof highway bridges[D].New York:State Universityof New York,1999.
[6]刘健新.汶川地震桥梁破坏及中外桥梁抗震设计规范对比[J].筑路机械与施工机械化,2010,27(11):20-24.LIU Jian-xin.Damage of bridges in Wenchuan earth-quake and comparison of specifications for anti-seis-mic design of bridges[J].Road Machinery&Con-struction Mechanization,2010,27(11):20-24.
[7]Jorge R G.Perfomance-based assessment of existingstructures accounting for residual displacements[D].Oakland:Stanford University,2005.
[8]FEMA 356.Prestandard and commentary for the seis-mic rehabilitation of buildings[R].Washington DC:Federal Emergency Management Agency,2000.
[9]ATC-40.Seismic evaluation and retrofit of concretebuildings[R].Oakland:Applied TechnologyCouncil,1996.
[10]GB50111—2006,铁路工程抗震设计规范[S].
[11]TB10002.5—2005,铁路桥涵地基和基础设计规范[S].
[12]JTG/TB02-01—2008,公路桥梁抗震设计细则[S].
[13]HAZUS.Hazus 99technical manual[M].WashingtonDC:National Institute of Building Sciences,1999.
[14]王建民,朱晞.地震作用下高架桥结构的脆弱性[J].中国公路学报,2007,20(1):68-72.WANG Jian-min,ZHU Xi.Fragility of viaduct struc-ture under seismic effect[J].China Journal of High-way and Transport,2007,20(1):68-72.
[15]夏倩.钢筋混凝土框架强桩弱梁设计的概率分析[J].建筑科学与工程学板,2011,28(2):114-118.XIA Qian.Probability analysis of strong column-weakbeam design of reinforced concrete frames[J].Journalof Architecture and Civil Engineering,2011,28(2):114-118.
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