含双软弱夹层岩质边坡稳定性上限解  

Stability analysis of rock slopes with double weak interlayers based on upper bound limit analysis

作　　者：袁家好 鲁祖德[1] 陈从新[1] 孙朝燚 范凯 刘才华[1] YUAN Jiahao;LU Zude;CHEN Congxin;SUN Chaoyi;FAN Kai;LIU Caihua(State Key Laboratory of Geomechanics and Geotechnical Engineering,Institute of Rock and Soil Mechanics,Chinese Academy of Sciences,Wuhan,Hubei 430071,China;University of Chinese Academy of Sciences,Beijing 100049,China)

机构地区：[1]中国科学院武汉岩土力学研究所岩土力学与工程国家重点实验室,湖北武汉430071 [2]中国科学院大学,北京100049

出　　处：《岩石力学与工程学报》2024年第2期412-423,共12页Chinese Journal of Rock Mechanics and Engineering

基　　金：国家自然科学基金资助项目(42277168,12102443);中科院青年创新促进会资助项目(2015271)。

摘　　要：含软弱夹层岩质边坡稳定性由软弱夹层和岩体共同控制,多层软弱夹层边坡和单一夹层边坡在地质模型、破坏模式与稳定性分析方法方面存在明显的差异。结合传统塑性理论与广义塑性理论,将极限分析上限法应用于含一定厚度的双层软弱夹层岩质边坡中,假设上夹层符合非关联流动法则,其余均符合关联流动法则,建立滑动破坏机构,提出含双夹层岩质边坡稳定系数的计算方法。结合算例,基于序列二次优化算法求解该边坡处于极限平衡状态下的稳定系数最小值并绘制对应的破坏机构,将计算结果与3DEC离散元数值分析结果进行对比分析。结果表明:软弱夹层倾角越大,滑动破坏面越靠近坡顶,边坡稳定性越差,理论计算结果与数值结果具有较好的一致性,验证了该方法的正确性。Stability of rock slope with weak interlayers is controlled by weak interlayers and rock mass.There are obvious differences in geological model,failure mode and stability analysis method between rock slope with multiple and single weak interlayers.With the employment of associated flow rule for the upper interlayer and non-associated flow rule for the rest,the upper bound method is used to construct sliding mechanism of rock slope with double weak interlayers based on traditional plastic theory and the generalized plastic theory and,thus the calculation method of stability coefficient is proposed in this paper.The minimum value of stability coefficient is solved and corresponding failure mechanism of the slope in the limit equilibrium state is drawn based on the sequential quadratic optimization algorithm through an example from an engineering.Calculation is compared with the results of 3DEC discrete element numerical analysis.The results show that the larger the inclination angle of double weak interlayers is,the closer the sliding surface is to the top of the slope,and the more unstable the slope is.The theoretical method presented in this paper is in good agreement with the numerical results to verify accuracy of proposed method.

关 键 词：边坡工程 双层软弱夹层 岩质边坡稳定性 极限分析上限法 广义塑性理论 滑动破坏机构 

分 类 号：P642[天文地球—工程地质学]