Stability Analysis Of Fill Slope And Excavating Slope And Karst Foundation In Yunnan Province

With the development of the economy, due to the restrictions on construction site conditions, it is inevitable to excavate and fill, this will destroy the balance of the original site, so stability is particularly important.Addition the site is big and locate restriction, the construction site is inevitably located in Karst and other unfavorable geological areas, the stability of foundation soil is also very important. Depend on the concrete project, anasyls the high reinforce slope and the pile anchor slope and karst foundation's stability. Analysis the stability by theoretical,FlAC3D numerical and field monitoring. The main research contents are as follows:1.calculating the internal stability of reinforced soil slope, the tensile strength and tensile strength meet the norms. In normal working condition, the slope safety of factor is calculated by strength reduction method and the unstable surface is found.Using Swedish slice method and the simplified Bishop method, calculated safety of factor coefficient from the three average of 1.37 as safety of factor. In the condition of earthquake, using pseudo static method and FlAC3D numerical analysis method to analysis the stability of reinforced soil slope. The safety of factor calculated by pseudo static method is 1.15; At the end of seismic load, the slope has a 27.0mm level to a permanent deformation,and the vertical is 22.2mm. The maximum shear strain increment is 1.07%,and no slip zone, no significant change in the relative horizontal displacement of the slip point in the potential slip surface;the slope is in a state of overall stability in all.2.Using FLAC3D to analysis the pile anchor slope excavation. After excavating ,the maximum rebound is 20cm, In normal working condition the factor of safety is calculated by strength reduction method is 1.37.In the condition of earthquake, using the numerical analysis to the slope, at the end of seismic load, the slope has a 80.2mm level to a permanent deformation,the and the vertical is 38.6mm.Very few zones are in the plastic state, and the slope is stable.3. The foundation of the storage tank is located in karst area and the the foundation soil is very uneven, the mechanical properties of different soils are different, the existence of this difference will lead to uneven deformation and uneven settlement. Combine the FLAC3D numerical simulation with field water injection settlement observation, the settlement difference of any diameter and the settlement difference of adjacent points are in accordance with the specification. the analysis of the displacement of the karst cave area and the non karst cave area that the difference between the two settlements is not big; The maximum principal stress and the minimum principal stress are all compressive stresses, the roof of karst cave is in the state of compression, and the cave will not affect the later operation of the storage tank.