Back Analysis Of Strength Parameters Of Loess Mudstone Landslide In Liupanshan Area And Optimization Of Anti-slide Pile Reinforcement

The landslide studied in this paper is located in a provincial highway from Haiyuan County to Xiji County in Ningxia.With the actual engineering of the landslide as the research background,a systematic summary of the engineering geological conditions of the landslide area,the basic conditions of the roads before and after the disaster,and the current post-disaster treatment plan are based on engineering geology.On the basis of other soil calculation parameters of the existing landslide in the survey report,the FLAC3D software was used to inversely obtain the shear strength parameters C and the soil shear strength of the No.2 landslide(which has slumped).At the same time,two numerical simulations of FLAC3D and Geo-Studio were used.The software analyzes the stability of No.1 landslide,No.2 old landslide,No.2 current landslide and No.2 cutting landslide under different working conditions.And use FLAC3D numerical simulation software to simulate and analyze the influence of anti-slide pile on the stability of landslide when the pile position,pile length and pile diameter are different.On this basis,the existing landslide treatment plan is optimized.Mainly completed the following work:(1)By collecting relevant geological survey data of the landslide area,the overall situation of a large and complex landslide was systematically sorted out.(2)On the basis of other soil calculation parameters of the landslide provided in the engineering geological survey report,use FLAC3D numerical simulation software to inversely perform the current landslide No.2(slumped)sliding zone soil shear strength parameters c and.(3)Using FLAC3D and Geo-Studio to analyze and study the stability of the landslide,it is concluded that the No.1 unexcavated landslide is in a stable state under natural and saturated conditions,and the excavated landslide is in a stable state under natural conditions and is saturated.Under stable-stable state;No.2 unexcavated and old landslide is in a stable state in natural and saturated state;No.2 current landslide is in an under-stable state in natural state and unstable in a saturated state State,the cutting landslide is in a stable state in the natural state,but in an under-stable-unstable state in the saturated state.(4)Using FLAC3D numerical simulation software to simulate and analyze the influence of the landslide on the stability of the landslide when the pile position,pile length,and pile diameter of the anti-slide pile are changed separately.The best treatment plan is when the slide pile is located at the No.3 pile position,the pile length is 31m and the pile diameter is 3m;the No.2 current landslide anti-slide pile is located at the No.3 pile position,and the pile length is 29m and the pile diameter is 3m is the best treatment plan.The best treatment plan;the best treatment plan is when the anti-slide piles of the No.2 cutting landslide are located at the No.2 pile position,and the pile length is 24m and the pile diameter is 3m.(5)Using FLAC3D numerical simulation software to simulate and compare the stability of the original design plan and the optimized design plan of the landslide.The comparison shows that the optimized landslide stability of No.1 landslide is increased by 0.14 compared with the original design plan;the current landslide of No.2 is increased by 0.17;the landslide of No.2 cutting is increased by 0.174...