桥梁抗震设计实用建模方法比较分析
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摘要
地震作用下桥梁结构响应结果的准确性很大程度上依赖于其建立的有限元模型.以一座三跨规则连续梁为例,系统地总结和研究了进行桥梁抗震设计时不同构件和边界条件的模拟方法,并采用3种方法分别建立了集中参数模型、简化模型和精细化模型,在输入相同的地震波后进行非线性时程分析,并对其响应结果进行比较.分析结果表明:采用前两种简化模型计算的结果误差很大,且较难反映支座、横向挡块和伸缩缝等构件的非线性响应;采用精细化模型计算的结果能更准确地反映桥梁结构的多种非线性响应,更好地适用于基于性能的桥梁抗震设计.
The accuracy of seismic response results significantly depends on the exactness of the FiniteElement Model(FEM).This paper took a representative three span continuous bridge as an example.The methods for model different components and boundaries of the bridge were summarized and investigated systematically,and three approaches were adopted to establish three nominally identical bridge models.Then,the same seismic record was selected to conduct the time-history analysis,and the response results of the three models were compared.The numerical results have revealed that it is improper to evaluate the bridge seismic behavior with the traditional simplified model because of the error and impreciseness,and the results can hardly reflect the nonlinear response of the bearing,blocking and expansion joint,et al.However,this accurate model can reveal the accuracy and exact seismic response.In addition,it is even more adoptable for the performance-based bridge seismic design.
The accuracy of seismic response results significantly depends on the exactness of the FiniteElement Model(FEM).This paper took a representative three span continuous bridge as an example.The methods for model different components and boundaries of the bridge were summarized and investigated systematically,and three approaches were adopted to establish three nominally identical bridge models.Then,the same seismic record was selected to conduct the time-history analysis,and the response results of the three models were compared.The numerical results have revealed that it is improper to evaluate the bridge seismic behavior with the traditional simplified model because of the error and impreciseness,and the results can hardly reflect the nonlinear response of the bearing,blocking and expansion joint,et al.However,this accurate model can reveal the accuracy and exact seismic response.In addition,it is even more adoptable for the performance-based bridge seismic design.
引文
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[3]AASHTO.Guide specification for LRFD seismic bridge design[S].Subcommittee for Seismic Effects on Bridges T-3.May2007.
[4]JTG/TB02-01公路桥梁抗震设计细则[S].北京:人民交通出版社,2008.JTG/TB02-01Guidelines of seismic design of highway bridges[S].Beijing:China Communication Press,2008.(In Chinese)
[5]ALI H,ABDEL-GHAFFAR A.Modeling of rubber and lead passive-control bearings for seismic analysis[J].J Struct Eng,1995,121(7):1134-1144.
[6]ALI H,ABDEL-GHAFFARF A.Modeling the nonlinear seismic behavior of cable-stayed bridges with passive control bearings[J].Computer&Structure,1995,54(3):461-492.
[7]LGERON F,PAULTRE P,MAZARS J.Damage mechanics modeling of nonlinear seismic behavior of concrete structures[J].J Struct Eng,2005,131(6):946-955.
[8]AVIRAM A,MACKIE K R,STOJADINOVI B.Guidelines for nonlinear analysis of bridge structures in california[R].PEER Report.College of Engineering University of California,Berkeley.2008.7-55.
[9]PRIESTLEY MJN,PARK R.Strength and ductility of concrete bridge columns under seismic loading[J].ACI Structural Journal,1987,84(8):61-76.
[10]SDC.Seismic design criteria 1.5[S].Sacramento,California:California Department of Transportation,2009.
[2]CORMELL C A,KRAWINKLER H.Progress and challenges in seismic performance assessment[R].PEER Center News,Vol.3,No.2,Spring 2000:1-2.
[3]AASHTO.Guide specification for LRFD seismic bridge design[S].Subcommittee for Seismic Effects on Bridges T-3.May2007.
[4]JTG/TB02-01公路桥梁抗震设计细则[S].北京:人民交通出版社,2008.JTG/TB02-01Guidelines of seismic design of highway bridges[S].Beijing:China Communication Press,2008.(In Chinese)
[5]ALI H,ABDEL-GHAFFAR A.Modeling of rubber and lead passive-control bearings for seismic analysis[J].J Struct Eng,1995,121(7):1134-1144.
[6]ALI H,ABDEL-GHAFFARF A.Modeling the nonlinear seismic behavior of cable-stayed bridges with passive control bearings[J].Computer&Structure,1995,54(3):461-492.
[7]LGERON F,PAULTRE P,MAZARS J.Damage mechanics modeling of nonlinear seismic behavior of concrete structures[J].J Struct Eng,2005,131(6):946-955.
[8]AVIRAM A,MACKIE K R,STOJADINOVI B.Guidelines for nonlinear analysis of bridge structures in california[R].PEER Report.College of Engineering University of California,Berkeley.2008.7-55.
[9]PRIESTLEY MJN,PARK R.Strength and ductility of concrete bridge columns under seismic loading[J].ACI Structural Journal,1987,84(8):61-76.
[10]SDC.Seismic design criteria 1.5[S].Sacramento,California:California Department of Transportation,2009.
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