基于突变理论的土质边坡非线性演化分析
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摘要
应用突变理论对土质边坡稳定性进行研究,从系统能量的角度出发,综合考虑边坡土体的成层性、应变软化特性和水致弱化性质而建立了尖点突变模型。突变分析表明,系统内部多重参数(如应变软化程度mi、含水量iξ、剪切刚度比k、位移峰值强度ui)综合决定系统状态的控制变量a,b,并且内部参数受各外部激励因素的影响都是非线性的,边坡的孕育是一个复杂的非线性演化过程。同时,详细论述了3种典型边坡(稳定型边坡、外部因素持续作用下同步失稳的边坡和滞后失稳型边坡)的演化路径。
On the basis of catastrophe theory,a cusp catastrophe model for the stability anlysis of soil slope is developed form the system energy taking the inhomogeneity of soil mass,strain softening characteristics and water softening property into account.Through catastrophe analysis,it is indicated that multiple internal paramenters of soil mass(such as the degree of strain softening m,water content ξ i,shear stiffness ratio k,the strengh of displacement peak u i),which are influenced nonlinear by external factors,comprehensively determine the two control parameters of system state,a and b.The gestation of slope is a complex nonlinear evolution process.What's more,the evolution paths of three representational slopes(stable slope,instable slope simultaneous sliping with external factors' persisting effort,retarded slope) are expatiated.
On the basis of catastrophe theory,a cusp catastrophe model for the stability anlysis of soil slope is developed form the system energy taking the inhomogeneity of soil mass,strain softening characteristics and water softening property into account.Through catastrophe analysis,it is indicated that multiple internal paramenters of soil mass(such as the degree of strain softening m,water content ξ i,shear stiffness ratio k,the strengh of displacement peak u i),which are influenced nonlinear by external factors,comprehensively determine the two control parameters of system state,a and b.The gestation of slope is a complex nonlinear evolution process.What's more,the evolution paths of three representational slopes(stable slope,instable slope simultaneous sliping with external factors' persisting effort,retarded slope) are expatiated.
引文
[1]凌复华.突变理论及其应用[M].上海:上海交通大学出版社,1988.
[2]龙辉,秦四清,万志清.降雨触发的尖点突变模型[J].岩石力学与工程学报,2002,21(4):502-508.
[3]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.
[4]许建聪,尚岳全,郑束宁,等.强降雨作用下浅层滑坡尖点突变模型研究[J].浙江大学学报(工学版),2005,39(11):1675-1679.
[5]房营光.土质边坡失稳的突变性分析[J].力学与实践,2004,26(4):24-27.
[6]Polloni G,Ceriani M,Lauzi S,et al.Rainfall and soil slipping e-vents in Valtellina[A].In:Landslides[C].Rotterdam:Balkema,1991:183-188.
[7]熊传祥,龚晓南,王成华.高速滑坡临滑变形能突变模型的研究[J].浙江大学学报(工学版),2000,34(4):443-447.
[8]曹洪,房营光.深圳水库高边坡的稳定性分析[J].岩石力学与工程学报,2004,23(6):906-910.
[9]姜永东.三峡库区边坡岩土体蠕滑与控制的现代非线性科学研究[D].重庆:重庆大学,2006.
[10]Rohm S A,Vilar O M.Shear strength of unsaturated sandy soil[A].Proc.1st Int.Conf.Unsaturated Soils[C].1995,Paris:189-195.
[11]胡长明,李文广.考虑降雨影响的非饱和土基坑边坡突变失稳分析[J].工业建筑,2005,35(增刊):482-485.
[12]陈先国.隧道结构失稳及判据研究[D].成都:西南交通大学,2002.
[13]殷有泉,杜静.地震过程的燕尾型突变模型[J].地震学报,1994,16(4):416-422.
[14]李文广.考虑降雨入渗影响的非饱和土边坡突变失稳的研究[D].西安:西安建筑科技大学,2004.
[15]李思平,孙连英.基于非线性理论的边坡稳定性评价模型[J].水文地质工程学报,2002,29(2):11-14.
[2]龙辉,秦四清,万志清.降雨触发的尖点突变模型[J].岩石力学与工程学报,2002,21(4):502-508.
[3]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.
[4]许建聪,尚岳全,郑束宁,等.强降雨作用下浅层滑坡尖点突变模型研究[J].浙江大学学报(工学版),2005,39(11):1675-1679.
[5]房营光.土质边坡失稳的突变性分析[J].力学与实践,2004,26(4):24-27.
[6]Polloni G,Ceriani M,Lauzi S,et al.Rainfall and soil slipping e-vents in Valtellina[A].In:Landslides[C].Rotterdam:Balkema,1991:183-188.
[7]熊传祥,龚晓南,王成华.高速滑坡临滑变形能突变模型的研究[J].浙江大学学报(工学版),2000,34(4):443-447.
[8]曹洪,房营光.深圳水库高边坡的稳定性分析[J].岩石力学与工程学报,2004,23(6):906-910.
[9]姜永东.三峡库区边坡岩土体蠕滑与控制的现代非线性科学研究[D].重庆:重庆大学,2006.
[10]Rohm S A,Vilar O M.Shear strength of unsaturated sandy soil[A].Proc.1st Int.Conf.Unsaturated Soils[C].1995,Paris:189-195.
[11]胡长明,李文广.考虑降雨影响的非饱和土基坑边坡突变失稳分析[J].工业建筑,2005,35(增刊):482-485.
[12]陈先国.隧道结构失稳及判据研究[D].成都:西南交通大学,2002.
[13]殷有泉,杜静.地震过程的燕尾型突变模型[J].地震学报,1994,16(4):416-422.
[14]李文广.考虑降雨入渗影响的非饱和土边坡突变失稳的研究[D].西安:西安建筑科技大学,2004.
[15]李思平,孙连英.基于非线性理论的边坡稳定性评价模型[J].水文地质工程学报,2002,29(2):11-14.
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