汶川百花大桥震害分析与抗震性能研究
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摘要
以遭到严重震害的汶川百花大桥为研究对象,从抗震设计的角度出发,用反应谱法和时程法进行了第一级设防水准(E1)地震作用下的弹性分析,用非线性时程法进行了第二级设防水准(E2)地震作用下的弹塑性分析,并综合分析了该桥的震害原因和抗震性能,为同类桥梁的设计提供参考和借鉴.分析结果表明:双柱式柔性墩的采用导致该桥整体刚度较小;桥墩纵筋和箍筋的配置不足导致了E1地震下的承载力不足,而E2地震下的塑性变形是满足要求的;固定墩处支座设置和系梁布置的不合理导致了固定墩左墩柱受到严重破坏;第五和第六联之间刚度差别较大而牛腿(悬臂支托)的支承长度过小,导致该牛腿处发生了落梁破坏.
Wenchuan Baihua Bridge,which was seriously damaged in the earthquake,was chosen as the object of study.Elastic analysis under earthquake action E1 was performed with both response spectrum method and time-history method,and elastoplastic analysis under earthquake action E2 was performed with nonlinear timehistory method.In the end,causes of the damage and aseismic behavior of the bridge were summarized in order to provide design references for similar bridges.The studies show that: 1)the use of double-columns flexible piers decreased the integral stiffness;2)the deficiency of longitudinal bar and stirrup in the piers leads to the low bearing capacity under E1,while the plastic deformation under E2 can meet the standard;3)the unreasonable layout of bearings and tie beams causes the severe damage of the left column of the fixed piers;4)the small bearing length of the bracket,together with the big stiffness gap between the fifth and sixth continuous beam,lead to the falling down of the superstructure.
Wenchuan Baihua Bridge,which was seriously damaged in the earthquake,was chosen as the object of study.Elastic analysis under earthquake action E1 was performed with both response spectrum method and time-history method,and elastoplastic analysis under earthquake action E2 was performed with nonlinear timehistory method.In the end,causes of the damage and aseismic behavior of the bridge were summarized in order to provide design references for similar bridges.The studies show that: 1)the use of double-columns flexible piers decreased the integral stiffness;2)the deficiency of longitudinal bar and stirrup in the piers leads to the low bearing capacity under E1,while the plastic deformation under E2 can meet the standard;3)the unreasonable layout of bearings and tie beams causes the severe damage of the left column of the fixed piers;4)the small bearing length of the bracket,together with the big stiffness gap between the fifth and sixth continuous beam,lead to the falling down of the superstructure.
引文
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[2]蒋劲松,庄卫林,刘振宇.汶川地震百花大桥震害调查分析[J].桥梁建设,2008(6):41-52.JIANG Jinsong,ZHUANG Weilin,LIU Zhenyu.Investi-gation and analysis of seismic damage to Baihua bridge inWenchuan earthquake[J].Bridge Construction,2008(6):41-52.(in Chinese)
[3]JTG/T B02-01-2008,公路桥梁抗震设计细则[S].北京:人民交通出版社,2008.JTG/T B02-01-2008,Guidelines for seismic design ofhighway bridges[S].Beijing:China CommunicationsPress,2008.(in Chinese)
[4]王克海.桥梁抗震研究[M].北京:中国铁道出版社,2007.WANG Kehai.Bridge Seismic Research[M].Beijing:Chi-na Railway Publishing House,2007.(in Chinese)
[5]高晓安,周锡元.曲线桥梁在多向地震作用下的动力分析方法[J].特种结构,2005,22(1):56-59,88.GAO Xiaoan,ZHOU Xiyuan.Multi-component seismic re-sponse analysis for curved bridges[J].Special Structures,2005,22(1):56-59,88.(in Chinese)
[6]JTG D62-2004,公路钢筋混凝土及预应力混凝土桥涵设计规范[S].北京:人民交通出版社,2004.JTG D62-2004,Code for design of highway reinforced con-crete and prestressed concrete bridges and culverts[S].Bei-jing:China Communications Press,2004.(in Chinese)
[7]高玉峰,施洲,秦世强.双柱式高墩桥梁地震响应结构参数影响分析[J].公路交通科技,2011,28(3):67-75,89.GAO Yufeng,SHI Zhou,QIN Shiqiang.Analysis ofstructural parameters influencing seismic response of dou-ble-column bridge with high piers[J].Journal of Highwayand Transportation Research and Development,2011,28(3):67-75,89.(in Chinese)
[8]周建中,赵鸿铁.恢复力曲线模型及其对控震效果的影响研究[J].西安科技学院学报,2003,23(3):267-269.ZHOU Jianzhong,ZHAO Hongtie.Hysteretic curve modeland its influence on the effect of earthquake control[J].Journal of XI’AN University of Science and Technology,2003,23(3):267-269.(in Chinese)
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