, 1, 1. ( Morgenstern2 Price Fellenius Bishop Janbu Spencer Sarma ) 120m,

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44 2008 1 1,2, 2, 1, 3 (11, 100081 ;21, 730000 ; 31, 350002) :, (), ;Morgenstern2Price, ;,,, K,, : ;;; : P642122 : A : 100023665 (2008) 0120044205 1 [1 ] ( Morgenstern2 Price Fellenius Bishop Janbu

1 ,2, 2, 1, 3 (11, ;21, ; 31, ) :, (), ;Morgenstern2Price, ;,,, K,, : ;;; : P : A : (2008) [1 ] ( Morgenstern2 Price Fellenius Bishop Janbu Spencer Sarma ), Morgenstern2Price,,, 2,,5m, 25m, 50m, 2616, 1,1 Morgenstern2Price SIGMAΠW, : ; : : (19792),,, E2mail : org. cn [2 ], SLOPEΠW,Morgenstern2Price, 1 Fig. 1 Sketch map of the stratum of similar soil slope 1 Table 1 Physical2mechanical parameters of (knπm 3 ) similar soil slope (kpa) ( ) (kpa) ,, 50m, 120m,,

2 Contours of in2situ gravity stress calculated by FEM,

2 (2 ),2,,,, (5),,, Fig. 4 Contours of maximum shear strain calculated by FEM 2 Fig. 2 Contours of in2situ gravity stress calculated by FEM, 50m,120m 40m, 30m, 25m, 15m, SIGMAΠW (beam) kpa, 112 m 4, m 2, 2 931( 3) 5 Fig. 5 Contours of maximum shear strain of slope applied pile calculated by FEM 6 Fig. 6 Slip surface and the factor of safety calculated by using FEM calculation results 3 Fig. 3 The gridding partition of the FEM and location of pile, (4) (5) 4,, 01022,, SLOPEΠW, ( 6),,,,, Morgenstern2Price, Morgenstern2Price, 11024,, kN() 015 h ( h ),,,,, ;

46 2008 1 (),,,,, 11328, 1 050kN,, [3 ],, 21113 (7), EXCEL, 11000, 11328,16 1 48915kN (), 1 48915kN, 17, 11328,,,,,,, K = 1,K 11328,1 Morgenstern2Price,Morgenstern2Price 1,, (8) 2 Table 2 Landslide

3 (),,,,, 11328, 1 050kN,, [3 ],, (7), EXCEL, 11000, 11328, kN (), kN, 17, 11328,,,,,,, K = 1,K 11328,1 Morgenstern2Price,Morgenstern2Price 1,, (8) 2 Table 2 Landslide thrust and the increment of landslide thrust calculated by different methods (kn) (kn) Morgenstern2Price Fig. 8 Lateral force of the piles 7 Fig. 7 Slip part division by coefficient transfer method ,3,, Morgenstern2Price 11063, , kN ( ),, Morgenstern2Price, K, Morgenstern2Price K m,k,,m,k, m,k, Morgenstern2Price K 9 (a) Morgenstern2Price K, (b) K

4 ,,,, K,,, 3, 3 (1), (2) Morgenstern2Price,, (3),, (), (),,,,, : 9 Fig. 9 Lateral force of the piles below slip surface 3 Table 3 Lateral force and internal force calculated by different methods (kpa) (kn m) (kn) Morgenstern2Price [1 ],. [J ].,2006 (12) :8-11 [2 ] John krahn. Stess and Deformation Modeling with SIGMAΠ W[ R]. GEO2SLOPE. International,Ltd. [3 ]. [J ].,2002,21 (4) : [4 ],,,. [M]. :, [5 ]. [J ].,2005,24 (15) : [6 ],. () [J ]., 2004, 23 (20) : Comparative research and application of landslide thrust calculation methods CHENGJian2jun 1,2, LIAO Xiao2ping 2, WANG Hao 1, LIU Dai2wen 3 (11 Railway Scientific Academy of China, Beijing , China ; 21 Northwest Research Institute, China Railway Engineering Corporation, Lanzhou , China ; 31 College of Civil Engineering, Fuzhou University, Fuzhou , China) Abstract: According to the relative mechanical relation of anti2slide and retaining structure to the reinforced landslide, the classification to calculation methods of landslide thrust may be described as the coefficient transfer

5 method, Morgenstern2Price method ( rigid body limit equilibrium method ) and the FEM. The coefficient transfer method has been widely used for engineering practice, and it would certainly be replaced by advanced and practical methods with the development of slope stability calculation theory. Under the condition of negative direction segment appeared in landslide, the limited equilibrium method such as Morgenstern2Price can not get reasonable result. When using the coupled FEM to simulate cutting slope, the change of stress field of cutting slope should be tracked. Through order simulation, the reasonable result could be got. The FEM can get both the landslide thrust and internal force of the pile. The FEM is better thankmethod for FEM can reflects the difference of stress distribution below slip surface due to the difference of rock or soil property. Presented by the comparative analysis, using the FEM to calculate the landslide thrust can get reasonable result, it can be widely used in engineering practice. Key words : landslide thrust ; coefficient transfer method ; rigid body limit equilibrium method ; FEM : (35 ) 15 %, (3), 3 :, ;,, ;, : [1 ],,. 21 : [J ].,1999,26 (4) :5-8. [2 ],,. [J ].,2005, 26 ( ) :1-8. [3 ],,. [J ].,2004,26 (1) : [4 ],,. [J ].,2001,23 (1) : [5 ],. [M]. :,1995. [6 ],, [J ].,2000,20 (2) :7-26. [7 ]. [J ].,2002,4 (4) : [8 ],,. [J ].,2005,32 (4) : Micro2structural effect of sheer failure in structured hydraulic fill CHENG Yu2xiang 1,DU Dong2ju 2,LI Zhong2liang 1 (11 Chang University, Xi an , China ;21 Tianjin Institute of Urban Construction, Tianjin , China) Abstract : Through compression test, shear test and sensitivity test, the structure of hydraulic fill is studied, and the result shows that the hydraulic fill microstructure has great influence on its mechanical properties, so it is a kind of strong structured soil. The soil samples are analyzed quantitatively by micro2structure SEM pictures of shear test, and the relation of the void and structure unit body microstructure parameter with axial strain is studied. The micro2 structural effect of hydraulic fill shearing failure is analyzed in brief. It is found that the shearing failure process of hydraulic fill can be divided into three stages : (a) compression of gas in void and migration of the moisture content ; (b) spallation of the pellet, grain slippage and structure damage ; and (c) formation of new structure. Key words : hydraulic fill ; structural constitution ; sheer process ; micro2structural effect :

Slope stability analysis and prediction based on the limit equilibrium method of Luming Molybdenum Mine's West-I and North Region

Paper No. 99 ISMS 2016 Slope stability analysis and prediction based on the limit equilibrium of Luming Molybdenum Mine's West-I and North Region HUANG Zhi-an, LIU Fang-zhe, WANG Hui*, GAO Yu-kun State