二次抛物线破坏准则下的黄土边坡稳定性分析  

Loess Slope Stability Analysis with Quadratic Parabola Failure Criterion

作　　者：王衍汇[1,2] 倪万魁[1] 戴磊[3] 石博溢[1] 李征征[1] 

机构地区：[1]长安大学地质工程与测绘学院,西安710054 [2]铁道第三勘察设计院集团有限公司,天津300142 [3]四川省冶金地质勘查局六0六大队,成都611730

出　　处：《地下空间与工程学报》2017年第3期833-839,共7页Chinese Journal of Underground Space and Engineering

基　　金：陕西省科技统筹创新工程计划项目(2012KTDZD03-03);国家科技支撑计划课题(2013BAJ06B04)

摘　　要：近些年来,极限分析理论在边坡稳定性分析中应用广泛。笔者首先以上限定理为基础,并基于二次抛物线破坏准则,采用外切线法引入了非线性强度参数ct、φt;其次,考虑黄土抗拉强度较小,易出现拉裂缝的特性,推导出裂隙—直线型与对数螺旋线型破坏模式下黄土边坡极限高度与稳定系数的公式;最后,通过SQP(序列二次规划算法)法对陕北均质黄土边坡进行塑性极限分析,并与工程中常用的极限平衡法进行比较。结果表明了该方法的正确性以及在非线性取值方面的优越性。In the past few years, limit analysis theory has been widely applied in slope stability analysis. First, the nonlinear strength parameters cohesion ct and internal friction angle φt was introduced through the tangent method on the basis of upper bound theorem and quadratic parabola failure criterion. Secondly, considering the characteristics of small tensile strength of loess and prone to tension crack, a limit height formula and stability coefficient formula of loess slope was deduced in the failure mode of fissure-linear and logarithmic spiral. Finally, the Luochuan uniform loess slope stability was calculated with plastic limit analysis method thought SQP （sequential quadratic programming algorithm ） and it was compared with the limit equilibrium method. The results show the correctness of the method and the superiority in the field of nonlinear values.

关 键 词：黄土边坡稳定性 塑性极限分析 二次抛物线 裂隙-直线破裂面 对数螺旋线破裂面 序列二次规划算法 

分 类 号：TU432[建筑科学—岩土工程]