液化和非液化场地对桩基影响的模拟分析
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摘要
目的研究液化场地与非液化场地对桩基的影响,找出场地液化对桥梁桩基的影响规律.方法以某高速公路特大桥可液化场地为研究对象,利用FLAC3D有限差分软件,分别考虑液化和非液化两种情况,对其建立桩-土体系数值分析模型,对桩基在地震作用下的动响应过程进行模拟分析.结果相对于非液化场地而言,场地液化会增加桩的效应,使桩的承载能力降低.在弯矩方面,场地的液化会增加桩的弯矩极值,并且弯矩极值点下移;轴力变化规律与弯矩变化规律相似;在位移方面,液化明显增大桩顶节点水平位移,但是位移变化规律基本相同.结论相对于非液化场地,场地液化会减低桩的承载能力,桩基设计时,应该考虑液化对其的影响.
Site liquefaction is the main reason for the damage of bridge pile foundations due to earthquakes.Seismic performance of pile foundations of a highway bridge are presented in this paper.Considering the condition of liquefiable and non-liquefiable site,the model of pile-soil system of the bridge is developed by using FLAC3D to study the impact of soil liquefaction on the bridge pile.Numerical simulations show that the liquefiable site would increase the response of pile relative to the non-liquefiable site.In the bending moment,the liquefiable site would increase the bending moment of the pile.Moreover,the location of the maximum bending moment shift down compared with the non-liquefiable site.The axial force is similar to the bending moment.The lateral displacement of the top of pile markedly enlarge when the soil become liquefying.Much attention needs to be paid for the effect of the displacement of site soils due to the seismic liquefaction on the bridge pile foundation.
Site liquefaction is the main reason for the damage of bridge pile foundations due to earthquakes.Seismic performance of pile foundations of a highway bridge are presented in this paper.Considering the condition of liquefiable and non-liquefiable site,the model of pile-soil system of the bridge is developed by using FLAC3D to study the impact of soil liquefaction on the bridge pile.Numerical simulations show that the liquefiable site would increase the response of pile relative to the non-liquefiable site.In the bending moment,the liquefiable site would increase the bending moment of the pile.Moreover,the location of the maximum bending moment shift down compared with the non-liquefiable site.The axial force is similar to the bending moment.The lateral displacement of the top of pile markedly enlarge when the soil become liquefying.Much attention needs to be paid for the effect of the displacement of site soils due to the seismic liquefaction on the bridge pile foundation.
引文
[1]郑新亮,王东升,唐亮.液化场地桥梁基础震害及其抗震研究概述[J].中外公路,2008,28(4):178-181.(Zheng Xinliang,Wang Dongsheng,Tang Liang.The damage of liquefaction and the basis of research[J].Journal of China&Foreign Highway,2008,28(4):178-181.)
[2]刘惠珊.1995年阪神大地震的液化特点[J].工程抗震,2001,1(1):22-26.(Liu Huishan.Some features of liquefaction duringthe 1995 Great Hanshin-Awaji earthquake[J].Earth-quake Resistant Engineering and Retrofitting,2001,1(1):22-26.)
[3]蔡晓光,范丽远.地震液化引起的地面侧向大变形研究评述[J].防灾科技学院学报,2010,12(1):11-16.(Cai Xiaoguang,Fan Liyuan.Review of study onliquefaction-induced lateral spreading of ground[J].Journal of Institute of Disaster-Prevention Scienceand Technology,2010,12(1):11-16.)
[4]Uchida Akihiko Tokimatsu.Comparison of currentJapanese design specifications for pile foundations inliquefiable and laterally spreading ground[C]//Seis-mic Performance and Simulation of Pile Foundationsin liquefiable and laterally Spreading Ground.Cali-fornia:[s.n.],2005.
[5]袁晓铭,李雨溶,孙锐.地面横向往返运动下可液化土层中桩基响应机理[J].土木工程学报,2008,41(9):103-110.(Yuan Xiaoming,Li Yurong,Sun Rui.Mechanismof pile foundation response in liquefiable soils underseismic cyclic ground motion[J].China Civil Engi-neering Journal,2008,41(9):103-110.)
[6]Boulanger R W,Tokimatsu K.Workshop on simula-tion and seismic performance of pile foundations inliquefiable and laterally spreading ground[C]//Geotechnical Special Publication.KyotoJapan:[s.n.],2005.
[7]FLAC3D.Fast lagrangian analysis of continua in 3dimensions[M].USA:ITASCA Consulting Group,2003.
[8]Orense R P.Assessment of liquefaction potentialbased on peak ground motion parameters[J].SoilDynamics And Earthquake Engineering,2005,25(1):225-240.
[9]刘波,韩彦辉.FLAC原理、实例与应用指南[M].北京:人民交通出版社,2005.(Liu Bo,Han Yanhui.FLAC principle,instance andapplication guides[M].Beijing:China Communica-tions Press,2005.)
[10]Thavaraj T,Liam Finn W D,Wu Guoxi.Seismic re-sponse analysis of pile foundations[J].Journal ofGeotechnical and Geoenvironmental Engineering,2010,28(12):275-286.
[11]Nikolaos.Liquefaction risk assessment and design ofpile foundations for highway bridge[C]//13thWorld Conference Earthquake Engineering,Canada:Vancouver B.C.,2004.
[12]刘健新,张伟,张茜.洛河特大桥抗震性能计算[J].交通运输工程学报,2006,6(1):57-62.(Liu Jianxin,Zhang Wei,Zhang Xi.Anti-seismicperformance calculation of luohe bridge[J].Journalof Traffic and Transportation Engineering,2006,6(1):57-62.)
[13]陈育民.砂土液化后流动大变形试验与计算方法研究[D].南京:河海大学,2007.(Chen Yumin.Laboratory study and calculatingmethod of large spreading deformation induced bypost-liquefied sand[D].Nanjing:Hehai University,2007.)
[14]Sumanta Haldar,G L Sivakumar Babu.Failure mech-anisms of pile foundations in liquefiable soil:para-metric study[J].International Journal of Geome-chanics,2010,10(2):74-84.
[15]陈育民,徐鼎平.FLAC/FLAC3D基础与工程实例[M].北京:中国水利水电出版社,2009.(Chen Yumin,Xu Dingping.Fundamentals of FLACand FLAC3D and case study[M].Beijing:ChinaWater Power Press,2009.)
[16]Dobry R,Abdoun T D,Rourke T,et al.Single pile inlateral spreads:field bending moment evaluation[J].Journal of Geotechnical and Geoenvironmental Engi-neering,2003,129(10):879-889.
[17]Ricardo R,Abdoun T H.Effect of lateral stiffness ofsuperstructure on bending moments of pile founda-tion due to liquefaction-induced lateral spreading[C]//12th World Conference Earthquake Engineer-ing.New Zealand:Anckland,2000.
[18]Ramin Motamed,Ikuo Towhata.Shaking table modeltests on pile groups behind quay walls subjected tolateral spreading[J].Journal of Geotechnical andGeoenvironmental Engineering,2010,136(3):477-489.
[2]刘惠珊.1995年阪神大地震的液化特点[J].工程抗震,2001,1(1):22-26.(Liu Huishan.Some features of liquefaction duringthe 1995 Great Hanshin-Awaji earthquake[J].Earth-quake Resistant Engineering and Retrofitting,2001,1(1):22-26.)
[3]蔡晓光,范丽远.地震液化引起的地面侧向大变形研究评述[J].防灾科技学院学报,2010,12(1):11-16.(Cai Xiaoguang,Fan Liyuan.Review of study onliquefaction-induced lateral spreading of ground[J].Journal of Institute of Disaster-Prevention Scienceand Technology,2010,12(1):11-16.)
[4]Uchida Akihiko Tokimatsu.Comparison of currentJapanese design specifications for pile foundations inliquefiable and laterally spreading ground[C]//Seis-mic Performance and Simulation of Pile Foundationsin liquefiable and laterally Spreading Ground.Cali-fornia:[s.n.],2005.
[5]袁晓铭,李雨溶,孙锐.地面横向往返运动下可液化土层中桩基响应机理[J].土木工程学报,2008,41(9):103-110.(Yuan Xiaoming,Li Yurong,Sun Rui.Mechanismof pile foundation response in liquefiable soils underseismic cyclic ground motion[J].China Civil Engi-neering Journal,2008,41(9):103-110.)
[6]Boulanger R W,Tokimatsu K.Workshop on simula-tion and seismic performance of pile foundations inliquefiable and laterally spreading ground[C]//Geotechnical Special Publication.KyotoJapan:[s.n.],2005.
[7]FLAC3D.Fast lagrangian analysis of continua in 3dimensions[M].USA:ITASCA Consulting Group,2003.
[8]Orense R P.Assessment of liquefaction potentialbased on peak ground motion parameters[J].SoilDynamics And Earthquake Engineering,2005,25(1):225-240.
[9]刘波,韩彦辉.FLAC原理、实例与应用指南[M].北京:人民交通出版社,2005.(Liu Bo,Han Yanhui.FLAC principle,instance andapplication guides[M].Beijing:China Communica-tions Press,2005.)
[10]Thavaraj T,Liam Finn W D,Wu Guoxi.Seismic re-sponse analysis of pile foundations[J].Journal ofGeotechnical and Geoenvironmental Engineering,2010,28(12):275-286.
[11]Nikolaos.Liquefaction risk assessment and design ofpile foundations for highway bridge[C]//13thWorld Conference Earthquake Engineering,Canada:Vancouver B.C.,2004.
[12]刘健新,张伟,张茜.洛河特大桥抗震性能计算[J].交通运输工程学报,2006,6(1):57-62.(Liu Jianxin,Zhang Wei,Zhang Xi.Anti-seismicperformance calculation of luohe bridge[J].Journalof Traffic and Transportation Engineering,2006,6(1):57-62.)
[13]陈育民.砂土液化后流动大变形试验与计算方法研究[D].南京:河海大学,2007.(Chen Yumin.Laboratory study and calculatingmethod of large spreading deformation induced bypost-liquefied sand[D].Nanjing:Hehai University,2007.)
[14]Sumanta Haldar,G L Sivakumar Babu.Failure mech-anisms of pile foundations in liquefiable soil:para-metric study[J].International Journal of Geome-chanics,2010,10(2):74-84.
[15]陈育民,徐鼎平.FLAC/FLAC3D基础与工程实例[M].北京:中国水利水电出版社,2009.(Chen Yumin,Xu Dingping.Fundamentals of FLACand FLAC3D and case study[M].Beijing:ChinaWater Power Press,2009.)
[16]Dobry R,Abdoun T D,Rourke T,et al.Single pile inlateral spreads:field bending moment evaluation[J].Journal of Geotechnical and Geoenvironmental Engi-neering,2003,129(10):879-889.
[17]Ricardo R,Abdoun T H.Effect of lateral stiffness ofsuperstructure on bending moments of pile founda-tion due to liquefaction-induced lateral spreading[C]//12th World Conference Earthquake Engineer-ing.New Zealand:Anckland,2000.
[18]Ramin Motamed,Ikuo Towhata.Shaking table modeltests on pile groups behind quay walls subjected tolateral spreading[J].Journal of Geotechnical andGeoenvironmental Engineering,2010,136(3):477-489.
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