Analysis of Rock Slope Stability Using Anti-Slide Pile

2012 ◽  
Vol 446-449 ◽  
pp. 2470-2473 ◽  
Author(s):  
Rui Gao ◽  
Ling Qiang Yang
Keyword(s):  
Rock Slope ◽  
Failure Modes ◽  
Back Analysis ◽  
Friction Angle ◽  
Lateral Force ◽  
Rock Slope Stability ◽  
Analysis Method ◽  
Transmission Method ◽  
Statistical Parameters ◽  
Determine Function

Using the measured experimental field data of two faults of a rock slope engineering, based on the large number of measured data analysis results of similar projects and rock style to determine the internal friction angle of the fault.the method of how to choose the good date was given. Back analysis method and number fitting method was used to determine the cohesion of fault; anti-slide pile is the lateral force column, the relation of the four failure modes of anti-slide pile was considered. The statistical parameters of resistance of anti-slide pile was calculated by structure mechnics. The norm recommended coefficient transmission method was used to determine function of random variables of slope sliding. The results show that using back analysis method and structure mechnics method to modify the parameter can decrease the uncertainty and improve the reliability of engineering design .

scholarly journals Discontinuous rock slope stability analysis under blocky structural sliding by fuzzy key-block analysis method

Heliyon ◽  
2020 ◽  
Vol 6 (5) ◽  
pp. e03907 ◽  
Author(s):  
Mohammad Azarafza ◽  
Haluk Akgün ◽  
Mohammad-Reza Feizi-Derakhshi ◽  
Mehdi Azarafza ◽  
Jafar Rahnamarad ◽  
...  
Keyword(s):  
Stability Analysis ◽  
Slope Stability ◽  
Rock Slope ◽  
Slope Stability Analysis ◽  
Rock Slope Stability ◽  
Analysis Method ◽  
Key Block ◽  
Discontinuous Rock

Numerical Analysis of Stratified Rock Slope Stability Based on 3DEC

2013 ◽  
Vol 454 ◽  
pp. 133-139
Author(s):  
Zhi De Wang ◽  
Li Min Jiang ◽  
Yuan You Xia ◽  
Yao Yao Pei ◽  
Man Qing Lin
Keyword(s):  
Numerical Analysis ◽  
Yunnan Province ◽  
Rock Slope ◽  
Failure Modes ◽  
Horizontal Displacement ◽  
Vertical Displacement ◽  
Rock Slope Stability ◽  
Safety Coefficient ◽  
Practical Engineering ◽  
Stratified Rock

Discrete element software is used to simulate the excavation of a rock slope in Puli-Xuanwei Expressway in Yunnan Province. Through monitoring displacement development characteristics in different positions of slope, the result shows that the minimum horizontal displacement under excavation exists in the top of the slope, meanwhile the maximum horizontal displacement occurs in the foot and waist of the slope, and the maximum vertical displacement occurs in the top of the slope. Comparing rock slope in such conditions as different stratum angles, directions, rock characteristics and thickness, it concludes possible failure modes of slope and the variation law of safety coefficient under different conditions. This paper is instructive and offers reference for the practical engineering.

scholarly journals Failure of Rock Slope with Heterogeneous Locked Patches: Insights from Numerical Modelling

2021 ◽  
Vol 11 (18) ◽  
pp. 8585
Author(s):  
Bin Fu ◽  
Yingchun Li ◽  
Chun’an Tang ◽  
Zhibin Lin
Keyword(s):  
Slope Stability ◽  
Failure Mode ◽  
Rock Slope ◽  
Failure Modes ◽  
Process Analysis ◽  
Failure Process ◽  
Shear Loading ◽  
Constitutive Relationship ◽  
Rock Slope Stability ◽  
Geometrical Properties

Rock slope stability is commonly dominated by locked patches along a potential slip surface. How naturally heterogeneous locked patches of different properties affect the rock slope stability remains enigmatic. Here, we simulate a rock slope with two locked patches subjected to shear loading through a self-developed software, rock failure process analysis (RFPA). In the finite element method (FEM)-based code, the inherent heterogeneity of rock is quantified by the classic Weibull distribution, and the constitutive relationship of the meso-scale element is formulated by the statistical damage theory. The effects of mechanical and geometrical properties of the locked patches on the stability of the simulated rock slope are systematically studied. We find that the rock homogeneity modulates the failure mode of the rock slope. As the homogeneity degree is elevated, the failure of the locked patch transits from the locked patch itself to both the interfaces between the locked patched and the slide body and the bedrock, and then to the bedrock. The analysis of variance shows that length and strength of locked patch affect most shear strength and the peak shear displacement of the rock slope. Most of the rock slopes exhibit similar failure modes where the macroscopic cracks mainly concentrate on the interfaces between the locked patch and the bedrock and the slide body, respectively, and the acoustic events become intensive after one of the locked patches is damaged. The locked patches are failed sequentially, and the sequence is apparently affected by their relative positions. The numerically reproduced failure mode of the rock slope with locked patches of different geometrical and mechanical properties are consistent with the laboratory observations. We also propose a simple spring-slider model to elucidate the failure process of the rock slope with locked patches.

Rock Slope Stability Study for Yujian River Dam Site Based on Kinematic Analyses

2012 ◽  
Vol 446-449 ◽  
pp. 2048-2055
Author(s):  
Liang Qing Wang ◽  
P.H.S.W. Kulatilake ◽  
Hui Ming Tang ◽  
Ye Liang
Keyword(s):  
Slope Stability ◽  
Rock Slope ◽  
Failure Modes ◽  
Stability Study ◽  
Rock Slope Stability ◽  
Field Investigations ◽  
Kinematic Analyses ◽  
Dam Site ◽  
Dip Angle ◽  
The Stability

Lithological information, rock mass fracture data and discontinuity shear strength obtained through field investigations have been used in conducting kinematic analyses for the rock slopes that exist in the Yujian River dam site to evaluate the stability of the slopes. Results given in the paper can be considered as conservative because of several conservative assumptions used in the analyses. Dam site slopes seem quite stable up to 40º dip angle. Out of the three basic failure modes, possible wedge sliding seems to be the most likely one followed up with possible plane sliding as the second. Irrespective of the considered slope regions, slope dip direction ranges 270-315º and 200-210º seem to be the worst cases for possible instability of slopes in the dam site. Regional slopes in the dam site can be ranked with respect to safety from the lowest to highest in the following order: R-c-1, R-e-2, R-c-2, R-d-1, R-b, R-a, R-d-2 and R-e-1. Note that the dam site slopes are currently stable and the existing slope angles agree well with the results obtained from the rock slope stability analyses.

scholarly journals Soil-Rock Slope Stability Analysis by Considering the Nonuniformity of Rocks

2018 ◽  
Vol 2018 ◽  
pp. 1-15 ◽  
Author(s):  
Shunqing Liu ◽  
Xianwen Huang ◽  
Aizhao Zhou ◽  
Jun Hu ◽  
Wei Wang
Keyword(s):  
Stability Analysis ◽  
Slope Stability ◽  
Relative Position ◽  
Rock Slope ◽  
Slope Stability Analysis ◽  
Rock Slope Stability ◽  
Rock Slopes ◽  
Analysis Method ◽  
Slope Surface ◽  
The World

Soil-rock slopes are widely distributed around the world, while the commonly adopted method by simplifying it as a uniform media tends to be excessively conservative. In this study, a slope stability analysis method considering the nonuniform characteristics of rocks was proposed. It was found that the distribution, relative position, and shape of rock have significant effect on slope stability. For the influence of distribution, large rocks at the foot of slope have the most significant effect on slope stability while the effect is insignificant when the rocks are on the slope surface. In terms of the relative position of rocks, four plastic expansion modes of bypass, diversion, inclusion, and penetration were put forward through the analysis on the expansion mode of the plastic zone. Moreover, rock shape also has influence on slope stability.

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