高边坡结构可靠度的二次处理有限元分析  

FINITE ELEMENT METHOD BASED RELIABILITY ANALYSIS FOR STABILITY OF HIGH SLOPE STRUCTURE

作　　者：宋云连[1] 汲敏[1] 李树军 

机构地区：[1]内蒙古工业大学建工学院,呼和浩特010051 [2]内蒙古建材科研设计研究院,呼和浩特010010

出　　处：《工程地质学报》2008年第4期522-527,共6页Journal of Engineering Geology

摘　　要：本文依据强度折减理论,利用MIDAS/GTS有限元软件,分析计算了高边坡结构的安全系数K,找到边坡滑裂带的位置。在此基础上,对有限元输入数据和输出结果进行二次处理,建立基本随机变量c,f与滑裂带中单元的最大(和最小)主应力σ1(和σ3)的拟合关系f1(和f3),将其代入高边坡结构的功能函数Z中,使Z由隐式形式变为显式。基于该显式表示的Z,利用Monte Carlo法计算滑裂带中所有失效单元的可靠指标β1,并将其单元面积A1作为权重系数,经过加权平均得到边坡结构的整体可靠指标β。上述方法使得结合有限元软件计算边坡结构的整体可靠度得以简化。经实例分析可知,本文提出的方法是合理可行的,可使边坡结构整体可靠性分析得以简化,也可为高边坡结构整体可靠性分析提供理论参考。Based on the strength reduction theory, the factor of safety K of high slope structure is calculated using finite element method （ FEM） （ software - MIDAS/GTS）. The sliding strip of slope structure is found at first. The input data and the output data used in the FEM are disposed again. Then the relation f1 （ and f3 ） between basic random variables c ,f and σ1 （ and σ3 ） , which are most （ and least） main stress, may be found. So, the high slope structural function Z can be changed into explicit form from the original implicit form using above relationf1 andf3 . Based on this explicit function Z , the reliability indexβ1 of each failure element within a sliding strip is computed using Monte Carlo method. The area Ai of above element is taken as weight coefficient. Then the slope structural whole reliability index β can be given based on the mean value, which is the result of all the failure elementsβi multiplied by Ai. The result of example shows that the present method is reasonable and feasible. It may simplify the computation program of slope structural whole reliability. And it can also be taken as a theory reference in high slope structural stability analysis.

关 键 词：边坡结构可靠度 强度折减理论 有限元 滑裂带 安全系数 可靠指标 

分 类 号：TD824.7[矿业工程—煤矿开采]