Stability Analysis Of Rock And Soil In Front Of Half-slope Piles In Jiayuan Community Of Hujing City, Ankang City

In modern engineering construction activities often meet high slope,or cut exports is located in the middle of slope landslide.Due to the limitation of terrain conditions and engineering conditions,the Semi-slope pile will be adopted to deal with landslide slope or high slope.Thus,it can be seen that the Semi-slope piles will be more widely used.The paper studies the stability of the rock mass before,which is of great significance.There are many factors that affect the stability of rock mass with before the Semi-slope pile.This paper only selects three main influencing factors to conduct sensitivity analysis,namely the design parameters of the semi-slope pile(pile length,pile diameter),the slope rock mass strength parameters(cohesive force,internal friction angle),the morphological characteristics of slope(rock mass slope before the semi-slope pile,filled soil slope after the semi-slope pile,width of soil before pile).research methods,means and the main results of this paper are as follows:(1)According to the engineering examples,the cause of the semi-slope pile is discussed and divided into three categories:economic development needs,shear export location of the landslide and Large scale landslide.Based on previous conclusions,the semi-slope pile is divided into two types,the semi-slope pile anchorage segment located in the soil and the semi-slope anchoring in rock mass.(2)By numerical analysis software ABAQUS,in couple with Ankang municipality hu jing jia yuan plot slope treatment project as an example,the finite element model is established.We calculate the safety factor of the slope after governance is 1.272 by using Shear Strength Reduction Technique.(3)Using the finite element simulation,the design parameters of the Semi-slope pile,the slope rock mass strength parameters,and the morphological characteristics of slope of seven factors in single factor changes,such as stress,strain and displacement and safety coefficient,are calculated.And the influencing factors on deformation and failure of the rock mass before are analyzed.The conclusion is as follows:1)Compressive stress in the pile bottom gradually reduces with the increase of pile length.2)There is a positive correlation between the safety factor and the pile length,pile diameter,cohesion force,internal friction Angle,width of soil before pile.The safety factories negatively correlated with filled soil slope after the Semi-slope pile,the rock mass slope before the Semi-slope pile.3)There is a positive correlation between the pile lateral compressive stress and pile diameter,filled soil slope after the semi-slope pile,width of soil before pile.And the pile lateral compressive stress is negatively correlated with the cohesive force.Meanwhile,its correlation with internal friction Angle is smaller.4)There is a positive correlation between the maximum horizontal displacement and rock mass slope before the semi-slope pile,filled soil slope after the semi-slope pile.And the maximum horizontal displacement is negatively correlated with pile length,pile diameter,cohesion force,internal friction angle,width of soil before pile.(4)Adopts the single factor sensitivity analysis and grey correlation analysis methods.The semi-slope pile design parameters,the rock mass strength parameters and slope shape of pile before the influencing degree of the rock mass stability are calculated.Among them,the single factor sensitivity analysis is basic value with safety coefficient 1.272.To calculate the sensitivity of the pile length,pile diameter,cohesion force,internal friction angle,rock mass slope before the semi-slope pile,filled soil slope after the semi-slope pile,width of soil before pile are:0.201,0.063,0.562,0.063,0.562,0.058,0.180.The results of grey correlation analysis are:0.830,0.749,0.980,0.993,0.355,0.442,0.759.To sum up,followings are in the sensitivity order:internal friction angle>cohesion force>pile length>width of soil before pile>pile diameter>filled soil slope after the semi-slope pile>rock mass slope before the semi-slope pile.