地面运动强度参数的选择对结构地震反应的影响研究及其现状
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摘要
在基于性能的地震工程学中,采用地面运动强度参数(IM)来量化工程场地的地震活动性。一个理想的IM应该包含足够的关于地面运动特性的信息,可以将地面运动强度水平与结构地震反应水平有效地对应起来,还必须考虑到在地震工程学中,通过概率地震危险性分析进行地面运动危险性水平计算的可行性问题。因此,合理地选择IM,可以更加准确地预计在特定地震灾害环境下结构可能遭受到的最大破坏以及破坏规律,显著提高概率地震需求模型、工程需求参数危险性曲线以及易损性曲线等的精确性和计算效率。
The ground motion intensity measure(IM) can be used to quantify regional seismic hazard for a given site and serve as an interface between the seismicity characterization and structural behavior assessment in performance-based earthquake engineering.Ideally,such a variable should contain sufficient information about the ground motion to serve as an accurate and efficient predictor of structural responses,and it should preferably be a variable for which the PSHA results are available.Maximum structural seismic responses and failure can be more accurately estimated by reasonably selecting an IM for regional seismic hazard of a given site and the accuracy and efficiency of probabilistic seismic demand model,engineering demand parameter hazard curves and seismic fragility curves can be significantly improved.
The ground motion intensity measure(IM) can be used to quantify regional seismic hazard for a given site and serve as an interface between the seismicity characterization and structural behavior assessment in performance-based earthquake engineering.Ideally,such a variable should contain sufficient information about the ground motion to serve as an accurate and efficient predictor of structural responses,and it should preferably be a variable for which the PSHA results are available.Maximum structural seismic responses and failure can be more accurately estimated by reasonably selecting an IM for regional seismic hazard of a given site and the accuracy and efficiency of probabilistic seismic demand model,engineering demand parameter hazard curves and seismic fragility curves can be significantly improved.
引文
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[14]Tothong P,Cornell C A.Improved probabilistic seismic demand a-nalysis using advanced ground motion intensity measures,attenua-tion relationships,and near-fault effects[D].John A.BlumeEarthquake Engineering Center,Ph.D.Thesis,Stanford University,2006.
[15]Han S W,Wen Y K.Method of reliability-based seismic design I:Equivalent nonlinear systems[J].Journal of Structural Engineer-ing.
[16]Bazzurro P,Conell C A,Shome N,Carballo J E.Three proposals forcharacterizing MDOF nonlinear seismic response[J].Journal ofStructural Engineering.
[17]Jalayer F,Beck J L,Porter K A.Effects of ground motion uncer-tainty on predicting the response of an exiting RC frame structure[C]//In 13th World Conference on Earthquake Engineering,Van-couver,Canada,2004.
[2]Kevin Mackie,Bozidar Stojadinovic.Seismic Demands for Perform-ance-Based Design of Bridges[R].Pacific Earthquake Engi-neering Research Center College of Engineering University of Cali-fornia,Berkeley.PEER Report,2003.
[3]胡聿贤.地震工程学[M].2版.北京:地震出版社,2006:1-50.
[4]李杰,李国强.地震工程学导论[M].北京:地震出版社,1992:46-74.
[5]Hanks T C,Kanamori H.A Moment Magnitude Scale[J].Journalof Geophysical Research,1979,84(85):2348-2350.
[6]Housner G W.Characteristics of Strong Motion of Earthquakes[J].BSSA,1952,37(1):19-31.
[7]Krawinkler H,Medina R,Alavi B.Seismic drift and ductility de-mands and dependence on ground motions[J].Engineering struc-tures,2003,25:637-653.
[8]Julian J B,Guido M,Jonathan H and Paola P.The influence ofstrong-motion duration on the seismic response of masonry struc-tures[J].Bulletin of Earthquake Engineering,2004(2):1-26.
[9]Jamie E,Padgett,Bryant G.Nielson and Reginald DesRoches.Se-lection of optimal intensity measures in probabilistic seismic de-mand models of highway bridge portfolios[J].Earthquake Engi-neering And Structural Dynamics,2008,37:711-725.
[10]ATC.Earthquake damage evaluation data for California[S].ATC-13.Applied Technology Council,1985.
[11]Shome N,Cornell C A,Bazzurro P and Carballo J E.Earthquakes,records and nonlinear responses[J].Earthquake Spectral,1998,14(3):469-500.
[12]Cordova P P,Deierlein G G,Mehanny S S F,Cornell C A.Develop-ment of a two-parameter seismic intensity measure and probabilisticassessment procedure[C]//in The Second U.S.Japan Workshopon Performance-Based Earthquake Engineering Methodology forReinforced Concrete Building Structures,Sapporo,Hokkaido,11-13 September 2000:187-206.
[13]Baker J W,Cornell C A.Choice of a vector of ground motion inten-sity measures for seismic demand hazard analysis[C]//Paper No.3384,Proc.13th World Conference on Earthquake Engineering,Vancouver,Canada,2004.
[14]Tothong P,Cornell C A.Improved probabilistic seismic demand a-nalysis using advanced ground motion intensity measures,attenua-tion relationships,and near-fault effects[D].John A.BlumeEarthquake Engineering Center,Ph.D.Thesis,Stanford University,2006.
[15]Han S W,Wen Y K.Method of reliability-based seismic design I:Equivalent nonlinear systems[J].Journal of Structural Engineer-ing.
[16]Bazzurro P,Conell C A,Shome N,Carballo J E.Three proposals forcharacterizing MDOF nonlinear seismic response[J].Journal ofStructural Engineering.
[17]Jalayer F,Beck J L,Porter K A.Effects of ground motion uncer-tainty on predicting the response of an exiting RC frame structure[C]//In 13th World Conference on Earthquake Engineering,Van-couver,Canada,2004.
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