| The airport is located in Weining County,Guizhou Province.The strata in the field area are mainly composed of Quaternary debris(Q4el+dl)and the Lower Permian Liangliangshan Formation(P1l)and the Upper Carboniferous Maoping Group(C3mp)The lithology of the Permian Liangshan Formation(P1l)is a low-layered carbonaceous shale and mudstone in the middle and thick sandstone sandwich,which belongs to the combination of hard rock and soft rock.The field is located in the north east wing of Weining anticline,controlled by anticline,and the slope structure is slope slope.The main geological disasters in the natural area are landslide.The proposed airport design filling height of up to 66 m,on the basis of this foundation to fill,the stability of the slope problem is serious.Therefore,it is of great engineering significance to study the stability of such high fill slope with high fill slope as the research object.In order to study the stability of the airport's high fill slope.Firstly,based on the identification of the geological conditions,the structure and mechanical characteristics of the rock and soil and the signs of deformation and failure of the natural slope in the study area,the deformation and failure modes of the natural slope are analyzed.Then,combining the geomechanical analysis with the numerical simulation,the evolution mode of the high fill slope is analyzed by using the deformation and failure mechanism of the natural slope,and then the deformation and failure mode of the high fill slope is discussed.Finally,considering the natural,rainfall and earthquake conditions,FLAC-3D and limit equilibrium method are used to analyze the stability of different fill slope on two typical sections.On this basis,the airport slope is treated Measures for prevention and control.Through the study of the above content,the following conclusions are drawn:(1)Under the natural state,there are three landslides in the area,one unstable slope and small scale.Its development is controlled by topography,stratigraphic lithology,geological structure,slope structure,rainfall and earthquake.The spatial distribution is relatively concentrated,mainly in the I # watershed and the slope of the left side of the IV # trench.The natural slope of the slope is 14 ~ 27 °,and the slope is "steep-slow-steep".It has a soft interlayer mainly composed of mudstone and carbonaceous shale,and is very well in the bedding slope development.(2)The thickness of the slope is 0.3 ~ 0.5m,the thickness of mudstone and carbonaceous shale is less than 0.1m,which is hard rock,and the thickness of mudstone is less than 0.1m.The combination of soft rock,the inclination of the strata is steep and slow,and the weak interlayers are not cut out at the front of the slope.Sandstone and mudstone,carbonaceous shale between the permeability difference,the rain through the sandstone layer into the mudstone and other water blocking layer,making soft rock softening.The mechanism of deformation and failure of natural slope is slip – bending.(3)There are two modes of evolution of deformation and failure of high-fill slope: one is the deformation and failure mode,which mainly takes place along the interface of the base or the interface of the soil,There is a slip or bend-like deformation failure pattern with a sliding surface or a weak structural plane.(4)FLAC-3D numerical simulation analysis of the stability of the high fill slope is carried out.Under the natural conditions,the overall displacement of the filling body is small,and the main displacement area is distributed in the unstable part of the right side of the I # The deformation of the filling body increases,and the plastic damage mainly concentrates on the position of the weak structural plane,and the infiltration of rainwater into the weak structure is the same as that of the weak structure.The deformation of the filling body is soft,and the overall instability of the fill slope is caused.Under the earthquake condition,the displacement value of the filling body is different from that of the rainfall condition,and the plastic deformation is distributed on the whole packing body.The failure zone is concentrated near the weak structure plane,and the deformation of the high fill slope occurs under the earthquake.(5)By using the limit equilibrium method,the stability of different fill slope on three typical sections is analyzed.The stability of the high-fill slope is different in the natural state.The stability of the slope on the section I-I ',section II-II' and section III-III 'is good,and the high fill slope is in steady state.Rainfall and the role of the earthquake,by the weak structure of the surface and the existing sliding surface,the three sections of the fill side of the slope are in a basic stable ~ underdevelopment.(6)Based on the evaluation results of slope stability,the author puts forward some suggestions on the treatment of high fill slope.According to the stability of high fill slope in different parts,the treatment is carried out from the original foundation.Construction and drainage methods to proceed.Through the typical section of themanagement of engineering measures to check the effect of view,without clearing the case in the case of anti-slide pile is the most effective management measures. |
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