强地震荷载作用下临水挡土墙的拟动力法稳定性分析
|
摘要
假设墙后填土破坏面为曲面,用正弦波模拟地震加速度时程曲线,采用拟动力法对临水挡土墙进行稳定性分析,确定了挡土墙和墙后填土所受的阻尼力和惯性力,获得地震荷载作用下挡土墙的被动土压力、抗滑和抗倾覆稳定性系数的封闭形式解析解。定量分析地震加速度、放大系数、墙后填土的物理力学参数和动水压力对挡土墙的滑动位移、挡土墙的抗滑和抗倾覆稳定性系数的影响,得出当地震加速度、放大系数越大,水位越高,内摩擦角越小,临水挡土墙的稳定性越差。
It is assumed that failure surface of backfill soil is composite curved one.Pseudo-dynamic method,in which time-history curves of acceleration was simulated by sinusoidal motions,was adopted to research the stability of the water front retaining wall subjected to seismic loads.The damping force and the inertial force acting on retaining wall and backfill soil were investigated.The closed-form solutions of passive earth pressure and dynamic factor of safety against sliding and rotation of the retaining wall during earthquake were obtained.Finally,effects of seismic acceleration,amplification factor,wall height,physico-mechanical parameters of backfill soil and hydrodynamic pressure acting on water front retaining wall on sliding displacement,dynamic factor of safety against sliding and rotation of the retaining wall were quantitatively analyzed.It is concluded that the stability of the water front retaining wall is getting worse when the earthquake speeds up,the water level gets higher and the internal friction angle gets smaller.
It is assumed that failure surface of backfill soil is composite curved one.Pseudo-dynamic method,in which time-history curves of acceleration was simulated by sinusoidal motions,was adopted to research the stability of the water front retaining wall subjected to seismic loads.The damping force and the inertial force acting on retaining wall and backfill soil were investigated.The closed-form solutions of passive earth pressure and dynamic factor of safety against sliding and rotation of the retaining wall during earthquake were obtained.Finally,effects of seismic acceleration,amplification factor,wall height,physico-mechanical parameters of backfill soil and hydrodynamic pressure acting on water front retaining wall on sliding displacement,dynamic factor of safety against sliding and rotation of the retaining wall were quantitatively analyzed.It is concluded that the stability of the water front retaining wall is getting worse when the earthquake speeds up,the water level gets higher and the internal friction angle gets smaller.
引文
[1]李承亮,冯春,刘晓宇.拟静力方法适用范围及地震力计算[J].济南大学学报,2011,25(4):431-436.(LIChengliang,FENGChun,LIU Xiaoyu.The application range of pseudo-static method and thecalculation of earthquake force[J].Journal of University of Jinan,2011,25(4):431-436.(in Chinese))
[2]杜修力,路德春.土动力学与岩土地震工程研究进展[J].岩土力学,2011,32(增2):10-20.(DU Xiuli,LU Dechun.Advances insoil dynamics and geotechnical earthquake engineering[J].Rock andSoil Mechanics,2011,32(Supp.2):10-20.(in Chinese))
[3]STEEDMAN R S,ZENG X.The seismic response of waterfrontretaining walls[C]//Proceedings of ASCE Specialty Conference onDesign and Performance of Earth Retaining Structure.New York:SpecialTechnical Publication,Cornell University,1999:872-886.
[4]EBELING R M,MORRISON E E J.The seismic design of waterfrontretaining structures[R].Washington District of Colombia:UnitedStates of America Army Technical Report,1992.
[5]CHOUDHURY D,AHMAD S M.Design of waterfront retaining wallfor the passive case under earthquake and tsunami[J].Applied OceanResearch,2007,112(29):37-44.
[6]CHOUDHURY D,AHMAD S M.Stability of waterfront retainingwall subjected to pseudo-static earthquake forces[J].Ocean Engineering,2007,34(14/15):1 947-1 954.
[7]TERZAGHI K.Theoretical soil mechanics[M].New York:JohnWiley and Sons,1943:24-26.
[8]TERZAGHI K,PECK R B,MESRI G.Soil mechanics in engineeringpractice[M].New York:John Wiley and Sons,1996:37-39.
[9]BASHA B M,BABU G L S.Seismic rotational displacements ofgravity walls by pseudo dynamic method with curved rupturesurface[J].ASCE International Journal of Geomechanics,2010,10(3):93-105.
[10]BASHA B M,BABU G L S.Computation of sliding displacementsof bridge abutments by pseudo-dynamic method[J].Soil Dynamicsand Earthquake Engineering,2009,29(1):103-120.
[11]BASHA B M,BABU G L S.Reliability assessment of internalstability of reinforced soil structures:a pseudo-dynamic approach[J].Soil Dynamics and Earthquake Engineering,2010,30(5):336-353.
[12]WESTERGAARD H M.Water pressures on dams during earthquakes[J].Transactions of the American Society of Civil Engineers,1933,98(3):418-433.
[13]BASHA B M,BABU G L S.Seismic reliability assessment of externalstability of reinforced soil walls using pseudo-dynamic method[J].Geosynthetics International,2009,16(3):197-215.
[14]KRAMER S L.Geotechnical earthquake engineering[M].UpperSaddle River:Prentice Hall,1996:66-69.
[15]布占宇.斜拉桥地震响应分析中的索桥耦合振动和阻尼特性研究[博士学位论文][D].杭州:浙江大学,2005.(BU Zhanyu.Cable-deckcoupled vibration and damping characteristic research in the seismicresponse analysis of cable-stayed bridges[Ph.D.Thesis][D].Hangzhou:Zhejiang University,2005.(in Chinese))
[2]杜修力,路德春.土动力学与岩土地震工程研究进展[J].岩土力学,2011,32(增2):10-20.(DU Xiuli,LU Dechun.Advances insoil dynamics and geotechnical earthquake engineering[J].Rock andSoil Mechanics,2011,32(Supp.2):10-20.(in Chinese))
[3]STEEDMAN R S,ZENG X.The seismic response of waterfrontretaining walls[C]//Proceedings of ASCE Specialty Conference onDesign and Performance of Earth Retaining Structure.New York:SpecialTechnical Publication,Cornell University,1999:872-886.
[4]EBELING R M,MORRISON E E J.The seismic design of waterfrontretaining structures[R].Washington District of Colombia:UnitedStates of America Army Technical Report,1992.
[5]CHOUDHURY D,AHMAD S M.Design of waterfront retaining wallfor the passive case under earthquake and tsunami[J].Applied OceanResearch,2007,112(29):37-44.
[6]CHOUDHURY D,AHMAD S M.Stability of waterfront retainingwall subjected to pseudo-static earthquake forces[J].Ocean Engineering,2007,34(14/15):1 947-1 954.
[7]TERZAGHI K.Theoretical soil mechanics[M].New York:JohnWiley and Sons,1943:24-26.
[8]TERZAGHI K,PECK R B,MESRI G.Soil mechanics in engineeringpractice[M].New York:John Wiley and Sons,1996:37-39.
[9]BASHA B M,BABU G L S.Seismic rotational displacements ofgravity walls by pseudo dynamic method with curved rupturesurface[J].ASCE International Journal of Geomechanics,2010,10(3):93-105.
[10]BASHA B M,BABU G L S.Computation of sliding displacementsof bridge abutments by pseudo-dynamic method[J].Soil Dynamicsand Earthquake Engineering,2009,29(1):103-120.
[11]BASHA B M,BABU G L S.Reliability assessment of internalstability of reinforced soil structures:a pseudo-dynamic approach[J].Soil Dynamics and Earthquake Engineering,2010,30(5):336-353.
[12]WESTERGAARD H M.Water pressures on dams during earthquakes[J].Transactions of the American Society of Civil Engineers,1933,98(3):418-433.
[13]BASHA B M,BABU G L S.Seismic reliability assessment of externalstability of reinforced soil walls using pseudo-dynamic method[J].Geosynthetics International,2009,16(3):197-215.
[14]KRAMER S L.Geotechnical earthquake engineering[M].UpperSaddle River:Prentice Hall,1996:66-69.
[15]布占宇.斜拉桥地震响应分析中的索桥耦合振动和阻尼特性研究[博士学位论文][D].杭州:浙江大学,2005.(BU Zhanyu.Cable-deckcoupled vibration and damping characteristic research in the seismicresponse analysis of cable-stayed bridges[Ph.D.Thesis][D].Hangzhou:Zhejiang University,2005.(in Chinese))
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心