基于定量计算的滑坡稳定性评价
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摘要
为了以定量的方法较准确地评价受极震影响后滑坡的稳定性,以汶川县威州镇沙沙地滑坡为研究对象,结合室内试验、反演分析及工程类比取得岩土体的物理力学参数,采用极限平衡分析法,在天然、暴雨、地震3种工况下定量分析评价滑坡的稳定性,再利用Geo-slope静力和动力有限元法对滑坡稳定性进行数值模拟分析评价,验证滑坡稳定性极限平衡分析计算的正确性。由2种方法同时得出最危险滑面的稳定性系数在天然状态下均>1.15,处于稳定状态;在暴雨状态下均为1.00～1.05,处于欠稳定状态;在地震状态下均为1.05～1.15,处于基本稳定状态。
In this paper in order to more correctly evaluate the stability of landslide by meizoseismal impact,the slide in Weizhou Town Wenchuan County is introduced as the study subject.Combined with laboratory tests,inversion analysis and engineering analogy,the physical and mechanical parameters of rock are gotten.Through limit equilibrium analysis,quantitative analysis and evaluation to landslide stability in natural,torrential rain,earthquakes three conditions has been made.The numerical simulation of landslide stability analysis and evaluation are also completed by Geo-slope static and dynamic finite element method to verify for the accuracy of limit equilibrium analytic calculation to landslide stability.Most dangerous slip surface stability coefficients by both methods at the same time in the natural state are drawn,both > 1.15,and in a steady state;in rainstorm state are in 1.00 ～ 1.05,in the less stable state;in the seismic state are in 1.05 ～ 1.15,is in near stable condition.
In this paper in order to more correctly evaluate the stability of landslide by meizoseismal impact,the slide in Weizhou Town Wenchuan County is introduced as the study subject.Combined with laboratory tests,inversion analysis and engineering analogy,the physical and mechanical parameters of rock are gotten.Through limit equilibrium analysis,quantitative analysis and evaluation to landslide stability in natural,torrential rain,earthquakes three conditions has been made.The numerical simulation of landslide stability analysis and evaluation are also completed by Geo-slope static and dynamic finite element method to verify for the accuracy of limit equilibrium analytic calculation to landslide stability.Most dangerous slip surface stability coefficients by both methods at the same time in the natural state are drawn,both > 1.15,and in a steady state;in rainstorm state are in 1.00 ～ 1.05,in the less stable state;in the seismic state are in 1.05 ～ 1.15,is in near stable condition.
引文
[1]张玉浩,张立宏.边坡稳定性分析方法及其研究进展[J].广西水利水电,2005(2):13-16.
[2]张倬元,王士天,王兰生.工程地质分析原理[M].北京:地质出版社,1994.
[3]DZ/T—0218—2006,滑坡防治工程勘察规范[S].
[4]陈祖煜.土质边坡稳定分析—原理、方法、程序[M].北京:中国水利水电出版社,2003:495-501.
[5]何满潮,黄润秋,王金安,等.工程地质数值法[M].北京:科学出版社,2006.
[2]张倬元,王士天,王兰生.工程地质分析原理[M].北京:地质出版社,1994.
[3]DZ/T—0218—2006,滑坡防治工程勘察规范[S].
[4]陈祖煜.土质边坡稳定分析—原理、方法、程序[M].北京:中国水利水电出版社,2003:495-501.
[5]何满潮,黄润秋,王金安,等.工程地质数值法[M].北京:科学出版社,2006.
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