基于拟动力方法的地震条件下挡土墙主动土压力研究
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摘要
为了研究地震条件下挡土墙的主动土压力,基于传统的滑楔体极限平衡理论,采用拟动力方法,得到了地震条件下主动土压力的计算公式以及临界破裂角的解析解。主动土压力的计算公式考虑了地震力、挡土墙后填土的内摩擦角和粘聚力、挡土墙与后填土之间的摩擦角和粘聚力、挡土墙的倾角以及超载角等影响因素,并分析了这些因素对临界破裂角和地震主动土压力系数的影响。研究结果表明,当不考虑土体放大系数和挡土墙后填土的粘聚力的影响时,临界破裂角小于Mononobe-Okabe方法计算出的破裂角;临界破裂角随着土体放大系数的增大而减小;地震主动土压力系数随着地震系数、挡土墙倾角或者超载角的增大而增大,随着挡土墙后填土的内摩擦角或者土体放大系数的增大而减小,随着挡土墙与后填土之间的摩擦角的增大表现为先减小后增大。
In order to study the seismic active pressure of retaining wall,the pseudo-dynamic method was adopted to deduce the formulas of seismic active earth pressure and the analytical solution of critical rupture angle based on conventional sliding wedge limit equilibrium theory.The influential factors of seismic forces,internal friction angle and cohesion of backfill of retaining wall,friction angle and cohesion between retaining wall and backfill,inclination of retaining wall,and surcharge angle were considered for the formulas.The effects of these factors on critical failure angle and seismic active earth pressure coefficient were analyzed.The results show that(1) the critical rupture angle is less than that calculated by Mononobe-Okabe method when ignoring the soil amplification factor and cohesion of backfills;(2) the critical rupture angle decreases with the increase of soil amplification factor;(3) seismic active earth pressure coefficient increases with the increase of seismic coefficient,inclination of retaining wall or surcharge angle,but it decreases with the increase of internal friction angle of backfill or soil amplification factor,in addition,it decreases and then increases with the increase of friction angle between retaining wall and backfill.
In order to study the seismic active pressure of retaining wall,the pseudo-dynamic method was adopted to deduce the formulas of seismic active earth pressure and the analytical solution of critical rupture angle based on conventional sliding wedge limit equilibrium theory.The influential factors of seismic forces,internal friction angle and cohesion of backfill of retaining wall,friction angle and cohesion between retaining wall and backfill,inclination of retaining wall,and surcharge angle were considered for the formulas.The effects of these factors on critical failure angle and seismic active earth pressure coefficient were analyzed.The results show that(1) the critical rupture angle is less than that calculated by Mononobe-Okabe method when ignoring the soil amplification factor and cohesion of backfills;(2) the critical rupture angle decreases with the increase of soil amplification factor;(3) seismic active earth pressure coefficient increases with the increase of seismic coefficient,inclination of retaining wall or surcharge angle,but it decreases with the increase of internal friction angle of backfill or soil amplification factor,in addition,it decreases and then increases with the increase of friction angle between retaining wall and backfill.
引文
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[10]NIMBALKAR S,CHOUDHURY D.Sliding Stability andSeismic Design of Retaining Wall by Pseudo-dynamicMethod for Passive Case[J].Soil Dynamics andEarthquake Engineering,2007,27(6):497-505.
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[12]王丽艳,刘汉龙.回填砂土重力式挡土墙地震动土压力研究[J].中国公路学报,2009,22(6):26-33.WANG Liyan,LIU Hanlong.Study of Seismic ActiveEarth Pressure Acted on Gravity Wall in Backfill Sand[J].China Journal of Highway and Transport,2009,22(6):26-33.
[13]KOLATHAYAR S,GHOSH P.Seismic Active EarthPressure on Walls with Bilinear Backface Using Pseudo-dynamic Approach[J].Computers and Geotechnics,2009,36(7):1229-1236.
[14]DAS B M.Principles of Soil Dynamics[M].Boston,Massachusetts:PWS-KENT Publishing Company,1993.
[2]KRAMER S L.Geotechnical Earthquake Engineering[M].New Jersey:Prentice Hall,1996.
[3]DAS B M,PURI V K.Static and Dynamic Active EarthPressure[J].Geotechnical and Geological Engineering,1996,14(4):353-366.
[4]STEEDMAN R S,ZENG X.The Influence of Phase on theCalculation of Pseudo-static Earth Pressure on a RetainingWall[J].Géotechnique,1990,40(1):103-112.
[5]CHOUDHURY D,NIMBALKAR S.Seismic PassiveResistance by Pseudo-dynamic Method[J].Géotechnique,2005,55(9):699-702.
[6]CHOUDHURY D,NIMBALKAR S.Pseudo-dynamicApproach of Seismic Active Earth Pressure BehindRetaining Wall[J].Geotechnical and GeologicalEngineering,2006,24(6):1103-1113.
[7]GHOSH S.Pseudo-dynamic Active Force and PressureBehind Battered Retaining Wall Supporting InclinedBackfill[J].Soil Dynamics and Earthquake Engineering,2010,30(11):1226-1232.
[8]夏唐代,华伟南,王志凯.倾斜挡土墙后粘性土的地震主动土压力分析[J].世界地震工程,2010,26(S1):315-321.XIA Tangdai,HUA Weinan,WANG Zhikai.Analysis ofSeismic Active Earth Pressure of Cohesive Soil behindInclined Retaining Wall[J].World EarthquakeEngineering,2010,26(S1):315-321.
[9]CHOUDHURY D,NIMBALKAR S.Seismic RotationalDisplacement of Gravity Walls by Pseudo-dynamicMethod:Passive Case[J].Soil Dynamics and EarthquakeEngineering,2007,27(3):242-249.
[10]NIMBALKAR S,CHOUDHURY D.Sliding Stability andSeismic Design of Retaining Wall by Pseudo-dynamicMethod for Passive Case[J].Soil Dynamics andEarthquake Engineering,2007,27(6):497-505.
[11]GHOSH P.Seismic Active Earth Pressure behind aNonvertical Retaining Wall Using Pseudo-dynamicAnalysis[J].Canadian Geotechnical Journal,2008,45:117-123.
[12]王丽艳,刘汉龙.回填砂土重力式挡土墙地震动土压力研究[J].中国公路学报,2009,22(6):26-33.WANG Liyan,LIU Hanlong.Study of Seismic ActiveEarth Pressure Acted on Gravity Wall in Backfill Sand[J].China Journal of Highway and Transport,2009,22(6):26-33.
[13]KOLATHAYAR S,GHOSH P.Seismic Active EarthPressure on Walls with Bilinear Backface Using Pseudo-dynamic Approach[J].Computers and Geotechnics,2009,36(7):1229-1236.
[14]DAS B M.Principles of Soil Dynamics[M].Boston,Massachusetts:PWS-KENT Publishing Company,1993.
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