罕遇地震作用下高速铁路桥墩动力响应分析
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摘要
建立了列车荷载作用下高速铁路桥墩模型,将桥墩纳入高速铁路简支梁桥全桥体系中进行动力分析.采用弯矩-曲率关系计算程序以及有限元软件,对高速铁路桥墩进行弹塑性分析计算,分别计算了罕遇地震作用下不同车速和不同地震作用组合等工况下的桥梁的弹塑性地震响应。计算结果表明,随着车速的增加,桥梁的地震响应呈上升趋势,结构位移较大;罕遇地震作用下高铁桥梁墩底进入弹塑性状态,给出塑性铰长度数值计算结果,并与AASHTO规范对比验证。
The finite element model of high-speed railway bridge pier is established,which is involved in the multi-span simply supported bridge.By means of finite element software and bending moment-curvature relationship program,the elastoplastic dynamic analysis of high-speed bridge pier is presented,the earthquake responses of bridge pier are calculated under different earthquake action combination and train loading with different speed.Calculation results show that the dynamic responses will increase with increment of speed of vehicles,the displacements of the structure will increase significantly,the bridge pier bottom step into the state of elastic-plasticity,the plastic hinge will be developed at the bottom of piers under rare earthquake action,and therefore,the numerical results of plastic hinge length are verified compared with AASHTO code.
The finite element model of high-speed railway bridge pier is established,which is involved in the multi-span simply supported bridge.By means of finite element software and bending moment-curvature relationship program,the elastoplastic dynamic analysis of high-speed bridge pier is presented,the earthquake responses of bridge pier are calculated under different earthquake action combination and train loading with different speed.Calculation results show that the dynamic responses will increase with increment of speed of vehicles,the displacements of the structure will increase significantly,the bridge pier bottom step into the state of elastic-plasticity,the plastic hinge will be developed at the bottom of piers under rare earthquake action,and therefore,the numerical results of plastic hinge length are verified compared with AASHTO code.
引文
[1]Baker,A.L.L.Ultimate Load Theory Applied to the De-sign of Reinforced and Prestressed Concrete Frames[M].London:Concrete Publications Ltd,1956.
[2]Mattock,A.H.discussion of“Rotational Capacity of Hinging Regions in Reinforced Concrete Beams”[J].Journal of the Structural Division,ASCE,1967,93(ST2):519-522.
[3]Robert Park,M.J.Negel Priestley,Wayne D.Gill.Ductility of Square-Confined Concrete Columns[J].Jour-nal of the Structural Division,ASCE,Vol.108,No.4,A-pril1982,pp.929-950.
[4]Paulay,T,Priestley,M.J.N.Seismic Design of Rein-forced Concrete and Masonry Buildings[M].New York:John Wiley&Sons,Inc,1992.
[5]卓卫东,范立础.延性桥墩塑性铰区最低约束箍筋用量[J].土术工程程学报,2002,35(5):47-51.
[6]黄建文,朱晞.近场地震作用下钢筋混凝土桥墩基于位移的抗震设计[J].土木工程学报,2005,38(4):84-90.
[7]GB5011—2006铁路工程抗震设计规范[S].
[8]新建时速300～350公里客运专线铁路设计暂行规定[Z]`.北京:中国铁道出版社,2007.
[9]AASHTO.LRFD Bridge Design Specifications(4th edi-tion)[S],American Association of State Highway and Transportation Officials,Washington DC:2007.
[2]Mattock,A.H.discussion of“Rotational Capacity of Hinging Regions in Reinforced Concrete Beams”[J].Journal of the Structural Division,ASCE,1967,93(ST2):519-522.
[3]Robert Park,M.J.Negel Priestley,Wayne D.Gill.Ductility of Square-Confined Concrete Columns[J].Jour-nal of the Structural Division,ASCE,Vol.108,No.4,A-pril1982,pp.929-950.
[4]Paulay,T,Priestley,M.J.N.Seismic Design of Rein-forced Concrete and Masonry Buildings[M].New York:John Wiley&Sons,Inc,1992.
[5]卓卫东,范立础.延性桥墩塑性铰区最低约束箍筋用量[J].土术工程程学报,2002,35(5):47-51.
[6]黄建文,朱晞.近场地震作用下钢筋混凝土桥墩基于位移的抗震设计[J].土木工程学报,2005,38(4):84-90.
[7]GB5011—2006铁路工程抗震设计规范[S].
[8]新建时速300～350公里客运专线铁路设计暂行规定[Z]`.北京:中国铁道出版社,2007.
[9]AASHTO.LRFD Bridge Design Specifications(4th edi-tion)[S],American Association of State Highway and Transportation Officials,Washington DC:2007.
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