大渡河干海子滑坡稳定性研究
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摘要
干海子滑坡位于大渡河流域,规模巨大。为研究该滑坡的稳定性,在对滑坡基本特征及变形破坏特征等深入研究的基础上,采用极限平衡法(Geo-slope软件)和有限差分法(FLAC-3D软件)对该滑坡的稳定性和应力应变特征进行了计算、模拟。稳定性计算模拟主要从深层、浅层及局部稳定三方面入手分析,计算模拟结果与滑坡的宏观地质现象均具有较高的吻合度。通过对该滑坡定性与定量的稳定性分析,判断其浅层滑体在暴雨工况下将处于极限平衡状态,而深层滑体在地震工况下依旧处于基本稳定状态,所得结论为下一步滑坡防治工作提供了翔实的依据。
Ganhaizi landslide is located in Dadu River Basin,which has large scale volume.In order to study the stability of the landslide,on the basis of researching the basic characteristics,deformation and failure of the landslide,its stability and stress-strain features were then calculated and analyzed by limit equilibrium method and finite difference method,which mainly analyze landslide′s deformation features from the respect of the deep layer,shallow layer and local stability. The results of the analysis are in line with the macro-geological phenomena.Through qualitatively and quantitatively analytic judgements,it is shown that the shallow sliding body in the storm conditions will be in the state of limit equilibrium,and deep sliding body in seismic condition will still be in the basic steady state.The result obtained will provide a reliable basis for the future landslide prevention work.
Ganhaizi landslide is located in Dadu River Basin,which has large scale volume.In order to study the stability of the landslide,on the basis of researching the basic characteristics,deformation and failure of the landslide,its stability and stress-strain features were then calculated and analyzed by limit equilibrium method and finite difference method,which mainly analyze landslide′s deformation features from the respect of the deep layer,shallow layer and local stability. The results of the analysis are in line with the macro-geological phenomena.Through qualitatively and quantitatively analytic judgements,it is shown that the shallow sliding body in the storm conditions will be in the state of limit equilibrium,and deep sliding body in seismic condition will still be in the basic steady state.The result obtained will provide a reliable basis for the future landslide prevention work.
引文
[1]周建军,张宜虎.木竹坪滑坡变形破坏过程数值模拟分析[J].人民黄河,2009,31(8):69-70.
[2]SL 386-2007,水利水电工程边坡设计规范[S].
[3]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.
[4]GB 50011-2001,建筑抗震设计规范[S].
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[6]张雪东,陈剑平,黄润秋,等.用FLAC-3D分析呷爬滑坡变形特征[J].岩土力学,2005,26(1):131-134.Zhang X D,Chen J P,Huang R Q,et a l.A study of de-form ation features of gapa landslide us ing FLAC-3D[J].R ock and So ilM echan ics,2005,26(1):131-134.
[2]SL 386-2007,水利水电工程边坡设计规范[S].
[3]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.
[4]GB 50011-2001,建筑抗震设计规范[S].
[5]张锐,迟世春,林皋,等.地震加速度动态分布及对高土石坝坡抗震稳定的影响[J].岩土力学,2008,29(4):1072-1076.Zhang R,Ch i S C,L in G,et a l.D iscuss ion on se ism iccoeffic ien t of h igh earth-rock dam s and its in fluence ondam slope se ism ic stab ility[J].R ock and So ilM echa-n ics,2008,29(4):1072-1076.
[6]张雪东,陈剑平,黄润秋,等.用FLAC-3D分析呷爬滑坡变形特征[J].岩土力学,2005,26(1):131-134.Zhang X D,Chen J P,Huang R Q,et a l.A study of de-form ation features of gapa landslide us ing FLAC-3D[J].R ock and So ilM echan ics,2005,26(1):131-134.
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