地震效应下三维高边坡稳定性失效的图表描述
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摘要
自然界中的土坡滑动失稳常具有三维体型特征,提出基于极限分析上限定理的边坡三维稳定性分析方法.引入刚塑性体的三维旋转破坏机制,并对原有旋转机制进行优化处理,采用强度储备安全系数,通过虚功率平衡方程求得边坡临界高度或临界稳定系数.将分析计算结果用稳定系数表表示,根据边坡的强度参数和坡比查稳定系数表可以方便的求出某一边坡的安全系数,避免了求解安全系数的迭代计算过程.对于地震荷载下边坡的稳定性,将地震荷载拟化为不变的惯性力,采用传统的条分法与极限分析(上限)法进行了分析对比,求解的安全系数在合理的范围之内.
The failure of soil slopes possess 3D characteristics in nature.The effects of earthquake on 3D soil slopes were investigated by applying the kinematical approach of limit analysis theory.The mechanism of 3D rotational failure of rigid plastic body was introduced,which is adopted from a recent paper and optimized.Using the intensity reserve safety coefficient,the upper bound to critical height or coefficient of stability of soil slopes can be found from the balance equation.Analysis results are expressed in table.According to strength parameters of slopes,the safety coefficient can be found without iterative calculation procedure.
The failure of soil slopes possess 3D characteristics in nature.The effects of earthquake on 3D soil slopes were investigated by applying the kinematical approach of limit analysis theory.The mechanism of 3D rotational failure of rigid plastic body was introduced,which is adopted from a recent paper and optimized.Using the intensity reserve safety coefficient,the upper bound to critical height or coefficient of stability of soil slopes can be found from the balance equation.Analysis results are expressed in table.According to strength parameters of slopes,the safety coefficient can be found without iterative calculation procedure.
引文
[1]郑颖人,陈祖煜,王恭先等.边坡与滑坡工程治理[M].北京:人民交通出版社,2010.
[2]卢廷浩,刘祖德.高等土力学[M].北京:机械工业出版社,2005.
[3]杨健,王玉杰,陈祖煜.三维极限分析方法在恰甫其海水利工程边坡稳定分析中的应用[J].水利学报,2003,11:102-106.
[4]罗强,赵炼恒,李亮等.地震效应和坡顶超载对均质土坡稳定性影响的拟静力分析[J].岩土力学,2010,31(12):3 835-3 841.
[5]Chen W F.Limit Analysis and Soil Plasticity[M].Amsterdam:Elsevier,1975.
[6]Michalowski R L.Limit analysis and stability charts for 3D slope failures[J].Journal of Geotechnicaland Geoenvironmental Engineering,2010,136(4):583-589.
[7]Michalowski R L.Drescher A.Three-dimensional stability of slopes and excavations[J].Geotechnique,2009,59(10):839-850.
[8]Chen W F,Liu X L.Limit Analysis in Soil Mechanics[M].The Netherlands,Amsterdam:ElsevierScience,1990.
[9]Michalpwski R L.You L Z.Dispalcementof reinforced slopes subjected to seismic loads[J].GeotechGeoenviron Eng,2000,126(8):685-694.
[10]何思明,张晓曦,吴永.基于上限定理的边坡潜在破裂面确定方法与稳定性判识研究[J].岩土力学,2012,33(1):162-166.
[11]Taylor D W.Stability of earth slopes[J].Boston Soc Civ Eng,1937,24(3):197-246.
[2]卢廷浩,刘祖德.高等土力学[M].北京:机械工业出版社,2005.
[3]杨健,王玉杰,陈祖煜.三维极限分析方法在恰甫其海水利工程边坡稳定分析中的应用[J].水利学报,2003,11:102-106.
[4]罗强,赵炼恒,李亮等.地震效应和坡顶超载对均质土坡稳定性影响的拟静力分析[J].岩土力学,2010,31(12):3 835-3 841.
[5]Chen W F.Limit Analysis and Soil Plasticity[M].Amsterdam:Elsevier,1975.
[6]Michalowski R L.Limit analysis and stability charts for 3D slope failures[J].Journal of Geotechnicaland Geoenvironmental Engineering,2010,136(4):583-589.
[7]Michalowski R L.Drescher A.Three-dimensional stability of slopes and excavations[J].Geotechnique,2009,59(10):839-850.
[8]Chen W F,Liu X L.Limit Analysis in Soil Mechanics[M].The Netherlands,Amsterdam:ElsevierScience,1990.
[9]Michalpwski R L.You L Z.Dispalcementof reinforced slopes subjected to seismic loads[J].GeotechGeoenviron Eng,2000,126(8):685-694.
[10]何思明,张晓曦,吴永.基于上限定理的边坡潜在破裂面确定方法与稳定性判识研究[J].岩土力学,2012,33(1):162-166.
[11]Taylor D W.Stability of earth slopes[J].Boston Soc Civ Eng,1937,24(3):197-246.
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