基于概率性地震需求模型的桥梁易损性分析
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摘要
采用概率性地震需求分析方法,建立了汶川地区典型简支梁桥的分析型地震易损性模型。基于汶川地震桥梁震后调查资料,评估了桥梁结构参数的不确定性,抽样并生成一系列桥梁的有限元模型样本。利用汶川地震实测地震波对所建立的桥梁有限元模型进行非线性动力时程分析,并记录每一组分析中桥梁构件的地震峰值响应,通过回归分析建立地震动强度和桥梁构件地震需求之间的关系。在确定桥梁不同损伤状态对应的构件极限状态后,基于对数正态分布假设生成不同损伤状态对应的地震易损性曲线,最后基于可靠度理论计算得到桥梁系统易损性的上下确界。生成的地震易损性曲线可以进一步用于地震风险评估和震后加固优先级决策。
Analytical seismic vulnerability model of typically simply supported girder bridge was developed using the probabilistic seismic demand analysis approach.Based on collected data of damaged bridges from the 2008 Wenchuan Earthquake,a set of finite element model samples of bridges were produced by considering uncertainties with bridge parameters.Nonlinear dynamic transient analysis was preformed using the Wenchuan Earthquake ground motions,in which seismic peak responses of bridge components were recorded.By using the regression analysis method,a relationship between the ground motion intensity and components seismic demand is established.Once the limit states of bridge components at each bridge damage state were determined,seismic fragility curves were generated based on the logarithmic normal distribution assumption.Finally,by adopting the reliability theory and calculation,the lower and upper bounds of bridge system vulnerability were obtained.The generated seismic fragility curves can be used for seismic risk assessment and bridge retrofit prioritization.
Analytical seismic vulnerability model of typically simply supported girder bridge was developed using the probabilistic seismic demand analysis approach.Based on collected data of damaged bridges from the 2008 Wenchuan Earthquake,a set of finite element model samples of bridges were produced by considering uncertainties with bridge parameters.Nonlinear dynamic transient analysis was preformed using the Wenchuan Earthquake ground motions,in which seismic peak responses of bridge components were recorded.By using the regression analysis method,a relationship between the ground motion intensity and components seismic demand is established.Once the limit states of bridge components at each bridge damage state were determined,seismic fragility curves were generated based on the logarithmic normal distribution assumption.Finally,by adopting the reliability theory and calculation,the lower and upper bounds of bridge system vulnerability were obtained.The generated seismic fragility curves can be used for seismic risk assessment and bridge retrofit prioritization.
引文
[1]Bostrom A,French S P,Gottlieb S J.Risk assessment,modeling and decision support:strategic decisions[M].Berlin Heidelberg:Springer-Verlag,2008:5―82.
[2]Christopher R,Roland L S.ATC-13:Earthquake damageevaluation data for California[R].Redwood City,CA:Applied Technology Council,1985.
[3]Bas z N I,Kiremidjian A S.Evaluation of bridge damagedata from the Loma Prieta and Northridge,Californiaearthquakes[R].Buffalo,NY:Multidisciplinary Centerfor Earthquake Engineering Research,1998.
[4]Shinozuka M,Feng M Q,Kim H,et al.Statisticalanalysis of fragility curves[R].Buffalo,NY:Multidisciplinary Center for Earthquake EngineeringResearch,2003.
[5]Tanaka S,Kameda H,Nojima N,et al.Evaluation ofseismic fragility for highway transportation systems[C].Auckland,New Zealand:12th World Conference onEarthquake Engineering,2000.
[6]Yamazaki F,Motomura H,Hamada T.Damageassessment of expressway networks in Japan based onseismic monitoring[C].Auckland,New Zealand:12thWorld Conference on Earthquake Engineering,2000.
[7]Jernigan J B,Hwang H.Development of bridge fragilitycurves[C].Boston,MA:7th US National Conference onEarthquake Engineering,2002.
[8]Mander J B.Fragility curve development for assessingthe seismic vulnerability of highway bridges[M].Research Progress and Accomplishments.Buffalo,NY:Multidisciplinary Center for Earthquake EngineeringResearch,1999:1―11.
[9]Shinozuka M,Feng M Q,Kim H K,et al.Nonlinearstatic procedure for fragility curve development[J].Journal of Engineering Mechanics-ASCE,2000,126(12):1287―1295.
[10]Hwang H,Liu J,Chiu Y.Seismic fragility analysis ofhighway bridges[R].Urbana,IL:Mid-AmericaEarthquake Center,2001.
[11]Karim K R,Yamazaki F.Effect of earthquake groundmotions on fragility curves of highway bridge piersbased on numerical simulation[J].EarthquakeEngineering&Structural Dynamics,2001,30(12):1839―1856.
[12]Kim S H,Feng M Q.Fragility analysis of bridges underground motion with spatial variation[J].InternationalJournal of Non-Linear Mechanics,2003,38(5):705―721.
[13]Choi E S,Desroches R,Nielson B.Seismic fragility oftypical bridges in moderate seismic zones[J].Engineering Structures,2004,26(2):187―199.
[14]Mazzoni S,Mckenna F,Fenves G L.OpenSeescommand language manual[M].Berkeley,CA:PacificEarthquake Engineering Research Center.2005:1―443.
[15]Neuenhofer A,Filippou F C.Evaluation of nonlinearframe finite-element models[J].Journal of StructuralEngineering-Asce,1997,123(7):958―966.
[16]Seismic Design Criteria Version 1.6[S].Sacramento,CA:California Department of Transportation,2010.
[17]Cornell C A,Jalayer F,Hamburger R O,et al.Probabilistic basis for 2000 SAC federal emergencymanagement agency steel moment frame guidelines[J].Journal of Structural Engineering-ASCE,2002,128(4):526―533.
[18]Ang A H,Tang W H.Probability concepts in engineering:Emphasis on applications to civil and environmentalengineering(2nd ed.)[M].Hoboken,NJ:John Wiley&Sons,2007:245―305.
[19]Mackie K R.Fragility-based seismic decision making forhighway overpass bridges[D].Berkeley,CA:Universityof California,Berkeley,2004.
[20]Nielson B G.Analytical fragility curves for highwaybridges in moderate seismic zones[D].Atlanta,GA:Georgia Institute of Technology,2005.
[21]Olsson A,Sandberg G,Dahlblom O.On Latin hypercubesampling for structural reliability analysis[J].StructuralSafety,2003,25(1):47―68.
[22]Buckle I,Friedland I,Mander J,et al.Seismic retrofittingmanual for highway structures:Part 1-bridges[R].Washington,D.C.:Federal Emergency ManagementAgency,2006.
[23]Specifications for Highway Bridges:Part V.SeismicDesign[S].Tokyo:Japan Road Association,2002.
[24]HAZUS-MH MR4 Earthquake model technical manual[M].Washington,D.C.:Federal Emergency ManagementAgency,2003(7):1―93.
[25]Haldar A,Mahadevan S.Probability,reliability,andstatistical methods in engineering design[M].New York,NY:John Wiley&Sons,2000:143―273.
[2]Christopher R,Roland L S.ATC-13:Earthquake damageevaluation data for California[R].Redwood City,CA:Applied Technology Council,1985.
[3]Bas z N I,Kiremidjian A S.Evaluation of bridge damagedata from the Loma Prieta and Northridge,Californiaearthquakes[R].Buffalo,NY:Multidisciplinary Centerfor Earthquake Engineering Research,1998.
[4]Shinozuka M,Feng M Q,Kim H,et al.Statisticalanalysis of fragility curves[R].Buffalo,NY:Multidisciplinary Center for Earthquake EngineeringResearch,2003.
[5]Tanaka S,Kameda H,Nojima N,et al.Evaluation ofseismic fragility for highway transportation systems[C].Auckland,New Zealand:12th World Conference onEarthquake Engineering,2000.
[6]Yamazaki F,Motomura H,Hamada T.Damageassessment of expressway networks in Japan based onseismic monitoring[C].Auckland,New Zealand:12thWorld Conference on Earthquake Engineering,2000.
[7]Jernigan J B,Hwang H.Development of bridge fragilitycurves[C].Boston,MA:7th US National Conference onEarthquake Engineering,2002.
[8]Mander J B.Fragility curve development for assessingthe seismic vulnerability of highway bridges[M].Research Progress and Accomplishments.Buffalo,NY:Multidisciplinary Center for Earthquake EngineeringResearch,1999:1―11.
[9]Shinozuka M,Feng M Q,Kim H K,et al.Nonlinearstatic procedure for fragility curve development[J].Journal of Engineering Mechanics-ASCE,2000,126(12):1287―1295.
[10]Hwang H,Liu J,Chiu Y.Seismic fragility analysis ofhighway bridges[R].Urbana,IL:Mid-AmericaEarthquake Center,2001.
[11]Karim K R,Yamazaki F.Effect of earthquake groundmotions on fragility curves of highway bridge piersbased on numerical simulation[J].EarthquakeEngineering&Structural Dynamics,2001,30(12):1839―1856.
[12]Kim S H,Feng M Q.Fragility analysis of bridges underground motion with spatial variation[J].InternationalJournal of Non-Linear Mechanics,2003,38(5):705―721.
[13]Choi E S,Desroches R,Nielson B.Seismic fragility oftypical bridges in moderate seismic zones[J].Engineering Structures,2004,26(2):187―199.
[14]Mazzoni S,Mckenna F,Fenves G L.OpenSeescommand language manual[M].Berkeley,CA:PacificEarthquake Engineering Research Center.2005:1―443.
[15]Neuenhofer A,Filippou F C.Evaluation of nonlinearframe finite-element models[J].Journal of StructuralEngineering-Asce,1997,123(7):958―966.
[16]Seismic Design Criteria Version 1.6[S].Sacramento,CA:California Department of Transportation,2010.
[17]Cornell C A,Jalayer F,Hamburger R O,et al.Probabilistic basis for 2000 SAC federal emergencymanagement agency steel moment frame guidelines[J].Journal of Structural Engineering-ASCE,2002,128(4):526―533.
[18]Ang A H,Tang W H.Probability concepts in engineering:Emphasis on applications to civil and environmentalengineering(2nd ed.)[M].Hoboken,NJ:John Wiley&Sons,2007:245―305.
[19]Mackie K R.Fragility-based seismic decision making forhighway overpass bridges[D].Berkeley,CA:Universityof California,Berkeley,2004.
[20]Nielson B G.Analytical fragility curves for highwaybridges in moderate seismic zones[D].Atlanta,GA:Georgia Institute of Technology,2005.
[21]Olsson A,Sandberg G,Dahlblom O.On Latin hypercubesampling for structural reliability analysis[J].StructuralSafety,2003,25(1):47―68.
[22]Buckle I,Friedland I,Mander J,et al.Seismic retrofittingmanual for highway structures:Part 1-bridges[R].Washington,D.C.:Federal Emergency ManagementAgency,2006.
[23]Specifications for Highway Bridges:Part V.SeismicDesign[S].Tokyo:Japan Road Association,2002.
[24]HAZUS-MH MR4 Earthquake model technical manual[M].Washington,D.C.:Federal Emergency ManagementAgency,2003(7):1―93.
[25]Haldar A,Mahadevan S.Probability,reliability,andstatistical methods in engineering design[M].New York,NY:John Wiley&Sons,2000:143―273.
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