Weiganliang Unstable Slopes In The Main City Of Qingchuan County

Weiganliang unstable slopes in the southwest of Qingchuan County, Guangyuan City, Toppling the Department of sheet-like surface dumping of bending phyllite strong, 5 ? 12 Wenchuan earthquake deformation and shape deformablelandslide strong, circle arc-shaped crack opened 15 ~ 20cm, the largest on the wrong volume of 30cm, posing a serious threat the people behind the slope and to the Po Lin Temple on the top of the hill. Therefore, to study the deformation and fracture mechanism and stability, and to make prevention and control measures have important practical and theoretical significance.In this paper, the Weiganliang unstable slopes of the basic geological conditions, slope rock mass structure, signs of deformation and fracture of the basis of such studies on mechanism of formation and evolution of slope failure modes were analyzed using two dimensional discrete element code UDEC slope deformation and failure mechanism of the simulation; using rigid body limit equilibrium theory to calculate the slope stability and evaluation, and study the unstable slope mitigation measures. Main results obtained are as follows:(1) The slope is the steep dip slope,composed of phyllite. The deformation and fracture mechanisms for the dumping bent - fracturing. Unstable slopes from the three overturned deformation and three from the dumping of old landslide deformation into the composition. Combination of slope formation and evolution, analysis of the slope or bent shape of a tensile failure of the process of fission.(2) 5 ? 12 Wenchuan earthquake caused unstable slopes varying degrees of deformation and fracture, primarily with the following characteristics: Earthquake on the role of the Weiganliang unstable slopes mainly in seismic oscillation effect on the slope. Seismic waves in the slope of the deformation and fracture characteristics of cracks mainly to the earthquake, seismic cracks at the curved growth ring. Affected by the slope structure, circle arc-shaped crack earthquakes over the border along the development of deformed bedrock, that showed significantly deformed rock dumping deformation. The old landslide boundaries and internal cracks in less developed;In addition, the distribution of crack earthquakes influenced by the terrain conditions. As the seismic wave motions and the dynamic response of the slope of the shoulder, top of the hill in the vicinity of amplification, resulting in top of the hill in the vicinity of 1 #, 2 # and 3 # deformed crack earthquakes particular development, the central slope compared with the old landslide under the seismic fractures than less; 2 # and 3 # deformed although the same area at the top of the hill, but because of elevation differences between two # signs of deformation and fracture deformation is particularly significant.(3) UDEC discrete two-dimensional element software on the slope deformation process of numerical simulation, respectively, from the displacement vector and velocity vector of the earthquake conditions in the different steps when calculating the deformation characteristics of the process of its formation and evolution of the slope deformation and failure modes . The results show,Affected by the earthquake,that the slope rock mass dumping-bending at the top level generated perpendicular to the tensile failure of rock failure mode.(4) Qualitative analysis combined with rigid body limit equilibrium method (transfer coefficient) stability calculation results show that the old landslide stability factor greater than 1.15, is stable. 3 # deformed body in the condition in a stable or stable state, but does not meet the safety standards of a slope; 1 #, 2 # Block stability of natural and heavy rain condition stability factor greater than 1.05, slope body is in stable condition, but stable condition in the seismic coefficient is less than 1.05, is less stable, does not meet the safety standards of a slope.(5) According to the unstable structure, deformation and failure mechanisms, failure modes and the stability of the status, put forward a prestressed anchor rope lattice (vertical beam)-based control measures, and had support design.