强降雨作用下岩质边坡失稳的尖点突变分析
|
摘要
根据岩质边坡的地质力学模型,综合考虑降雨、应变软化、水致弱化等因素,给出岩质边坡软弱夹层介质的本构关系,从系统能量的角度出发,建立尖点突变模型,经过数理推导得出岩质边坡失稳的判据。通过实例计算表明:运用刚性极限平衡法计算得边坡稳定性系数Kc为0.989,小于1,即边坡不稳定;运用尖点突变理论计算得边坡系统的控制变量a为0.078,大于0,即边坡稳定,与实际相符。说明本文给出的强降雨作用下岩质边坡稳定性的判据正确,并优于刚性极限平衡法。
The criterion of the rock slope failure was mathematically inferred and achieved by researching the geomechanical model of the rock slope,giving an overall consideration of the rainfall,strain softening,water weakening and other factors,finding the constitutive relationship of the rock slope's soft interlayer dieletric,establishing the cusp catastrophe model from the perspective of the energy system,etc.Calculations show the side slope is instable when the slope stability factor Kc is 0. 989 and less than 1,by using the rigid limit equilibrium method,and the side slope is stable when the slope's system control variables a is 0. 078,greater than 0,by using the cusp catastrophe theory. The result is the same with the reality. Therefore this paper's the criterion to decide the rock slope's stability index under the condition of heavy rainfall in is correct and better than the rigid limit equilibrium method.
The criterion of the rock slope failure was mathematically inferred and achieved by researching the geomechanical model of the rock slope,giving an overall consideration of the rainfall,strain softening,water weakening and other factors,finding the constitutive relationship of the rock slope's soft interlayer dieletric,establishing the cusp catastrophe model from the perspective of the energy system,etc.Calculations show the side slope is instable when the slope stability factor Kc is 0. 989 and less than 1,by using the rigid limit equilibrium method,and the side slope is stable when the slope's system control variables a is 0. 078,greater than 0,by using the cusp catastrophe theory. The result is the same with the reality. Therefore this paper's the criterion to decide the rock slope's stability index under the condition of heavy rainfall in is correct and better than the rigid limit equilibrium method.
引文
[1]黄润秋,许强.非线性理论在工程地质中的应用[J].中国科学基金,1996,(2):79-84.
[2]何平,赵子都.突变理论及其应用[M].大连:大连理工大学出版社,1989.
[3]李荣强.突变理论在顺层边坡稳定分析中的应用[J].同济大学学报,1993,21(3):379-386.
[4]秦四清.斜坡失稳的突变模型与混沌机制[J].岩石力学与工程学报,2000,19(4):486-492.
[5]李爱民.突变理论在反倾岩质边坡稳定性评价中的应用研究[D].长沙:中南大学,2004.
[6]龙辉,秦四清,万志清.降雨触发滑坡的尖点突变模型[J].岩石力学与工程学报,2002,21(4):502-508.
[7]姜永东,鲜学福,易俊.边坡失稳的尖点突变模型研究[J].重庆建筑大学学报,2008,30(1):40-43.
[8]曹平,朱宝龙,陈强.基于突变理论的土质边坡非线性演化分析[J].四川建筑科学研究,2009,35(6):110-113.
[9]殷有泉,杜静.地震过程的燕尾突变模型[J].地震学报,1994,16(4):416-421.
[10]王思长,折学森,李毅,等.基于尖点突变理论的岩质边坡稳定性分析[J].交通运输工程学报,2010,10(3):23-27.
[11]朱宝龙,陈强,巫锡勇,等.注浆微型桩群支护体系作用机理及其工程应用[M].北京:科学出版社,2009.43-67.
[2]何平,赵子都.突变理论及其应用[M].大连:大连理工大学出版社,1989.
[3]李荣强.突变理论在顺层边坡稳定分析中的应用[J].同济大学学报,1993,21(3):379-386.
[4]秦四清.斜坡失稳的突变模型与混沌机制[J].岩石力学与工程学报,2000,19(4):486-492.
[5]李爱民.突变理论在反倾岩质边坡稳定性评价中的应用研究[D].长沙:中南大学,2004.
[6]龙辉,秦四清,万志清.降雨触发滑坡的尖点突变模型[J].岩石力学与工程学报,2002,21(4):502-508.
[7]姜永东,鲜学福,易俊.边坡失稳的尖点突变模型研究[J].重庆建筑大学学报,2008,30(1):40-43.
[8]曹平,朱宝龙,陈强.基于突变理论的土质边坡非线性演化分析[J].四川建筑科学研究,2009,35(6):110-113.
[9]殷有泉,杜静.地震过程的燕尾突变模型[J].地震学报,1994,16(4):416-421.
[10]王思长,折学森,李毅,等.基于尖点突变理论的岩质边坡稳定性分析[J].交通运输工程学报,2010,10(3):23-27.
[11]朱宝龙,陈强,巫锡勇,等.注浆微型桩群支护体系作用机理及其工程应用[M].北京:科学出版社,2009.43-67.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心