桥梁系统地震多维易损性分析
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摘要
综合考虑地震地面运动以及性能极限状态的不确定性,提出了基于多地震需求参数分析的桥梁系统易损性评估方法,将易损性概念从一维扩展到多维。该方法首次提出服从多元对数正态分布的概率地震需求模型探讨桥梁体系各构件响应相关性,同时考虑各构件性能极限状态的相关性建立多维性能极限状态方程,确定结构失效域,通过Monte Carlo模拟计算系统多维地震易损性。以某一钢筋混凝土多跨连续梁高速公路桥为算例,通过非线性动力分析法获得最大响应样本,利用最大似然估计求得概率地震需求模型未知参数,计算体系多维易损性,并与构件易损性相比较。结果表明:桥梁体系多维易损性较构件易损性偏大,可避免用单一构件易损性代替系统易损性产生的非保守估计,预测结果更利于工程安全,为桥梁修复加固和交通系统可靠性分析提供理论依据。
A multi-dimensional fragility evaluation methodology for bridge is proposed based on multiple seismic demand parameter analysis.The method incorporates uncertainties in ground motion and performance limit state(PLS) and extends the definition of fragility to multi-dimension problems.A novel probabilistic seismic demand model(PSDM) accorded with multivariate lognormal distribution is addressed to discuss the dependencies of various component responses.Considering the correlation of component PLS,the generalized multi-dimensional PLS function is established.Finally Monte Carlo simulation is performed to calculate the fragility of system.A multi-span continuous reinforced concrete girder bridge is used as an example to illustrate the approach.The samples of maximum responses are obtained through nonlinear dynamic analysis to calculate the maximum likelihood estimators of unknown parameters in PSDM,then the system fragility curve is developed and compared with individual component fragility.The result shows that multi-dimensional fragility of bridge is higher than component fragility,thus eliminating non-conservative estimation resulting from substituting the component fragility for system.The proposed method will better ensure the safety of structures,providing theoretical evidence for bridge retrofit and reliability analysis of transportation network.
A multi-dimensional fragility evaluation methodology for bridge is proposed based on multiple seismic demand parameter analysis.The method incorporates uncertainties in ground motion and performance limit state(PLS) and extends the definition of fragility to multi-dimension problems.A novel probabilistic seismic demand model(PSDM) accorded with multivariate lognormal distribution is addressed to discuss the dependencies of various component responses.Considering the correlation of component PLS,the generalized multi-dimensional PLS function is established.Finally Monte Carlo simulation is performed to calculate the fragility of system.A multi-span continuous reinforced concrete girder bridge is used as an example to illustrate the approach.The samples of maximum responses are obtained through nonlinear dynamic analysis to calculate the maximum likelihood estimators of unknown parameters in PSDM,then the system fragility curve is developed and compared with individual component fragility.The result shows that multi-dimensional fragility of bridge is higher than component fragility,thus eliminating non-conservative estimation resulting from substituting the component fragility for system.The proposed method will better ensure the safety of structures,providing theoretical evidence for bridge retrofit and reliability analysis of transportation network.
引文
[1]Hwang H,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.Hwang H,Liu Jingbo.Seismic fragility analysis ofreinforced concrete bridges[J].China Civil EngineeringJournal,2004,37(6):47―51.(in Chinese)
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[8]Lu Y,Gu X,Guan J.Probabilistic drift limits andperformance evaluation of reinforced concrete columns[J].Journal of Structural Engineering,2005,131(6):966―978.
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[10]Choi E,Desroches R,Nielson B.Seismic fragility oftypical bridges in moderate seismic zones[J].Engineering Structures,2004,26(2):187―199.
[11]Pan Y,Agrawal A K,Ghosn M.Seismic fragility ofcontinuous steel highway bridges in New York State[J].Journal of Bridge Engineering,2007,12(6):689―699.
[12]Cimellaro G P,Reinhorn A M,Bruneau M,et al.Multi-dimensional fragility of structure formulation andevaluation[R].Report No.MCEER-06-0002,New York:Multidisciplinary Center for Earthquake EngineeringResearch,2006.
[13]Casciati F,Cimellaro G,Domaneschi M.Seismicreliability of a cable-stayed bridge retrofitted withhysteretic devices[J].Computers&Structures,2008,86(17/18):1769―1781.
[14]Wang Q,Wu Z,Liu S.Seismic fragility analysis ofhighway bridges considering multi-dimensionalperformance limit state[J].Earthquake Engineering andEngineering Vibration,2012,11(2):185―193.
[15]Mackie K,Stojadinovic B.Probabilistic seismic demandmodel for California highway bridges[J].Journal ofBridge Engineering,2001,6(6):468―481.
[16]Cimellaro G P,Reinhorn A M.Multidimensionalperformance limit state for hazard fragility functions[J].Journal of Engineering Mechanics,2010,137(1):47―60.
[17]Thomopoulos N T,Longinow A.Bivariate lognormalprobability distribution[J].Journal of StructuralEngineering,1984,110(12):3045―3049.
[18]Shinozuka M,Banerjee S.Damage Modeling ofReinforced Concrete Bridges[Z].Las Vegas,NV:University of California,Irvine,2005.
[19]Priestley M J N,Seible F,Chai Y H.Design guidelinesfor assessment retrofit and repair of bridges for seismicperformance[M].San Diego:Department of AppliedMechanics&Engineering Sciences,University ofCalifornia,1992:4―34.
[20]Dutta A,Mander J B.Rapid and detailed seismic fragilityanalysis of highway bridges[R].New York,USA:Multidisciplinary Center for Earthquake EngineeringResearch,2001.
[21]Nielson B,DesRoches R.Analytical seismic fragilitycurves for typical bridges in the central and southeasternUnited States[J].Earthquake Spectra,2007,23(3):615―633.
[2]Shinozuka M,Feng M Q,Lee J,et al.Statistical analysisof fragility curves[J].Journal of Engineering Mechanics,ASCE,2000,126(12):1224―1231.
[3]Basoz N,Kiremidjian A S.Risk assessment of bridgesand highway systems from the Northridge earthquake[C].Sacramento,California:Proceedings of the NationalSeismic Conference on Bridges and Highways,1997.
[4]Shinozuka M,Feng M Q,Kim H,et al.Nonlinear staticprocedure for fragility curve development[J].Journal ofEngineering Mechanics,ASCE,2000,126(12):1287―1295.
[5]Karim K R,Yamazaki F.Effects of earthquake groundmotions on fragility curves of highway bridge piersbased on numerical simulation[J].EarthquakeEngineering&Structural Dynamics,2001,30(12):1839―1856.
[6]吴子燕,王其昂,韩晖,等.基于响应面法的桥梁地震易损性分析研究[J].西北工业大学学报,2011,29(1):103―107.Wu Ziyan,Wang Qi’ang,Han Hui,et al.Applying RSM(response surface methodology)to making seismicanalysis of bridge more effective,General and Practical[J].Journal of Northwestern Polytechnical University,2011,29(1):103―107.(in Chinese)
[7]Tanaka S,Kameda H,Nojima N,et al.Evaluation ofseismic fragility for highway transportation systems[C].Upper Hutt,New Zealand:Proceedings of the 12thWorld Conference on Earthquake Engineering,2000.
[8]Lu Y,Gu X,Guan J.Probabilistic drift limits andperformance evaluation of reinforced concrete columns[J].Journal of Structural Engineering,2005,131(6):966―978.
[9]丁阳,伍敏,徐龙河,等.钢筋混凝土柱基于易损性曲线的地震损伤评估[J].工程力学,2012,29(1):81―86.Ding Yang,Wu Min,Xu Longhe,et al.Vulnerabilitycurves-based seismic damage assessment of RC columns[J].Engineering Mechanics,2012,29(1):81―86.(inChinese)
[10]Choi E,Desroches R,Nielson B.Seismic fragility oftypical bridges in moderate seismic zones[J].Engineering Structures,2004,26(2):187―199.
[11]Pan Y,Agrawal A K,Ghosn M.Seismic fragility ofcontinuous steel highway bridges in New York State[J].Journal of Bridge Engineering,2007,12(6):689―699.
[12]Cimellaro G P,Reinhorn A M,Bruneau M,et al.Multi-dimensional fragility of structure formulation andevaluation[R].Report No.MCEER-06-0002,New York:Multidisciplinary Center for Earthquake EngineeringResearch,2006.
[13]Casciati F,Cimellaro G,Domaneschi M.Seismicreliability of a cable-stayed bridge retrofitted withhysteretic devices[J].Computers&Structures,2008,86(17/18):1769―1781.
[14]Wang Q,Wu Z,Liu S.Seismic fragility analysis ofhighway bridges considering multi-dimensionalperformance limit state[J].Earthquake Engineering andEngineering Vibration,2012,11(2):185―193.
[15]Mackie K,Stojadinovic B.Probabilistic seismic demandmodel for California highway bridges[J].Journal ofBridge Engineering,2001,6(6):468―481.
[16]Cimellaro G P,Reinhorn A M.Multidimensionalperformance limit state for hazard fragility functions[J].Journal of Engineering Mechanics,2010,137(1):47―60.
[17]Thomopoulos N T,Longinow A.Bivariate lognormalprobability distribution[J].Journal of StructuralEngineering,1984,110(12):3045―3049.
[18]Shinozuka M,Banerjee S.Damage Modeling ofReinforced Concrete Bridges[Z].Las Vegas,NV:University of California,Irvine,2005.
[19]Priestley M J N,Seible F,Chai Y H.Design guidelinesfor assessment retrofit and repair of bridges for seismicperformance[M].San Diego:Department of AppliedMechanics&Engineering Sciences,University ofCalifornia,1992:4―34.
[20]Dutta A,Mander J B.Rapid and detailed seismic fragilityanalysis of highway bridges[R].New York,USA:Multidisciplinary Center for Earthquake EngineeringResearch,2001.
[21]Nielson B,DesRoches R.Analytical seismic fragilitycurves for typical bridges in the central and southeasternUnited States[J].Earthquake Spectra,2007,23(3):615―633.
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