不同失稳判据下边坡稳定性的规律性  

Regularity analysis of slope stability under different failure criterion

作　　者：王飞阳[1,2] 潘泓[2] 

机构地区：[1]同济大学土木工程学院,上海200092 [2]华南理工大学亚热带建筑科学国家重点实验室,广州510640

出　　处：《土木建筑与环境工程》2016年第6期10-16,共7页Journal of Civil,Architectural & Environment Engineering

基　　金：广东省科技计划(粤科函规财字[2015]1303号x2tjB2160460);亚热带建筑科学国家重点实验室研究课题(2015ZC16)~~

摘　　要：以塑性区贯通、位移增量突变、计算不收敛3种边坡失稳判据为依据,采用强度折减有限元法和重度增加有限元法对简单边坡进行了分析。结果表明:以边坡潜在滑动面上某点位移增量突变作为边坡失稳判据是准确的;对于不同土体强度参数下,以位移增量关系曲线突变为判据得到的边坡的安全系数较另外两种方法稳定;对应于塑性区贯通、位移增量曲线突变和计算不收敛的3种判据,边坡潜在滑动面依次向深层发展,边坡的安全系数依次增加。Under the slope failure criterion based on the breakthrough of the plastic zone,the mutation of displacement increment of slope and calculation convergence,strength reduction FEM and gravity increase FEM are used to analyze the stability of simple slope.Studies indicate that it is accurate to regard the mutation of displacement increment of slope as slope failure criterion;slope safety factor for different strength parameters based on the criterion of mutation of displacement increment is more stable than based on the other two failure criterion.According to three failure criteria,the breakthrough of the plastic zone,the mutation of displacement increment of slope and calculation convergence,the potential slip surface is in turn to develop in depth,and the safety factor of the slope is increased in turn.

关 键 词：强度折减法 重度增加法 边坡安全系数 等效塑性应变 位移增量 

分 类 号：TU43[建筑科学—岩土工程]