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.

Reinforcement and Characteristic Analysis of Bolt Technology Applied in Bedding Rock Slope

2014 ◽  
Vol 580-583 ◽  
pp. 445-449
Author(s):  
En Hua Wang ◽  
Zhi De Wang ◽  
Li Min Jiang ◽  
Luo Hao ◽  
An Ran
Keyword(s):  
Yunnan Province ◽  
Rock Slope ◽  
Failure Modes ◽  
Horizontal Displacement ◽  
Vertical Displacement ◽  
Discrete Element ◽  
Characteristic Analysis ◽  
Safety Coefficient ◽  
Practical Engineering ◽  
Bedding Rock Slope

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.

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 .

Numerical Analysis of Deformation of Foundation in the Process of Constructing Soil Dam

2014 ◽  
Vol 962-965 ◽  
pp. 2939-2943
Author(s):  
Hai Jian Sun ◽  
Yong Quan Li
Keyword(s):  
Numerical Simulation ◽  
Numerical Analysis ◽  
Numerical Method ◽  
Horizontal Displacement ◽  
Vertical Displacement ◽  
Engineering Practice ◽  
Consolidation Process

Matching Mohr-Coulomb parameters to the Drucker-Prager model is deduced and the method of transferring to equivalent sand wall in drain pile ground is introduced in detail. Numerical simulation is conducted in the process of constructing soil dam. The results show that the maximum vertical displacement happens in the center of the dam and the maximum horizontal displacement happens in the toe of the dam. The numerical method in this paper may be used to predict the consolidation process in drain pile ground in the process of constructing soil dam. Those results gained by numerical method may provide reference to engineering practice.

scholarly journals Evaluation of a Tunnel Underpass Building Scheme in Yunnan Province

2019 ◽  
Vol 136 ◽  
pp. 04019
Author(s):  
Xiwen Yang ◽  
Tiefeng Zhou ◽  
Xiangyang Cui ◽  
Hongyan Guo ◽  
Ke Li
Keyword(s):  
Structural Damage ◽  
Yunnan Province ◽  
Residential Buildings ◽  
Horizontal Displacement ◽  
Vertical Displacement ◽  
Surrounding Rock ◽  
Tunnel Construction ◽  
The Impact

Side-crossing residential buildings in tunnel construction may lead to building subsidence, structural damage by tension and affect the use of buildings. Aiming at the structural damage caused by the side-crossing structure of Re Shuitang Tunnel NO.1, by simulating the influence of tunnel construction on the building, it is concluded that the surrounding rock above the tunnel will be deformed when the tunnel crosses the building. The maximum horizontal displacement is 0.64 mm and the maximum vertical displacement is 4.43 mm. According to the analysis results, the surrounding rock above the tunnel should be strengthened in time, and attention should be paid to the impact of blasting on residential buildings, so as to ensure the safety of buildings and provide reference for future construction.

scholarly journals Study on Deformation Evolution Characteristics of Reverse-Dip Rock Slope under the Influence of Rainfall

2021 ◽  
Vol 2021 ◽  
pp. 1-18
Author(s):  
Jiabing Zhang ◽  
Liangfu Xie ◽  
Xuejun Liu ◽  
Yongjun Qin ◽  
Liming Wu
Keyword(s):  
Rock Slope ◽  
Horizontal Displacement ◽  
Buffer Zone ◽  
Vertical Displacement ◽  
Displacement Monitoring ◽  
Bank Slope ◽  
Evolution Characteristics ◽  
Strong Deformation ◽  
Toppling Deformation ◽  
Dip Slope

In Southwestern China, there exists deep river valleys and abundant rainfall, which leads to a large number of reverse-dip rock slopes. In order to investigate the evolution characteristics of toppling deformation of reverse-dip slope under the influence of rainfall, and a typical reverse-dip slope was taken as an engineering case. Firstly, the temporal and spatial evolution nephogram of toppling displacement under different rainfall was obtained based on the discrete surface displacement monitoring data of bank slope. Then, taking bank slope, gully buffer zone, and development degree of bank slope as development characteristics based on geological field survey, afterward, the evolution characteristics in different strong deformation zones were analyzed by superimposing the development characteristic partition and the spatial and temporal displacement nephogram. The results showed that the horizontal displacement mainly occurred on the right front and middle rear of the bank slope while large vertical displacement occurred on the middle of the bank slope under the influence of rainfall. As the rainfall increased to the maximum, the toppling deformation reached the peak, and vertical displacement was more sensitive to the rainfall than horizontal displacement. After the superposition, the largest strong deformation zone was located in the middle and rear part of the bank slope, which is characterized by medium and high slope and mature stage and 50 m gully buffer zone. This paper explores the deformation and failure process of reverse-dip rock slope considering the change of rainfall through real displacement monitoring data and focuses on the real deformation evolution law of each characteristic zone combined with different development characteristics partition.

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 of Numerical Analysis

2013 ◽  
Vol 753-755 ◽  
pp. 457-461
Author(s):  
Jing Jin ◽  
Jing Jiang
Keyword(s):  
Numerical Analysis ◽  
Research Method ◽  
Rock Slope ◽  
Stability Study ◽  
Comprehensive Analysis ◽  
Rock Slope Stability ◽  
Hydropower Station ◽  
Element Calculation ◽  
Analysis And Evaluation ◽  
Calculation Software

Combining the current research method of rock mass parameters, to the RuMei hydropower station in Tibet as the background, using the finite element calculation software, and using the two section for numerical analysis, considering all kinds of conditions under the condition of the simulated stress strain and displacement, the distribution of plastic failure, comprehensive analysis and evaluation of its stability.

scholarly journals Displacement Evolution of Reverse-Dip Rock Slope Considering the Change of the Reservoir Level

2021 ◽  
Author(s):  
Liangfu Xie ◽  
Jiabing Zhang ◽  
Yongjun Qin ◽  
Jianhu Wang ◽  
Wei Qiao ◽  
...  
Keyword(s):  
Rock Slope ◽  
Slope Angle ◽  
Surface Displacement ◽  
Horizontal Displacement ◽  
Vertical Displacement ◽  
Reservoir Level ◽  
Horizontal Orientation ◽  
Chongqing City ◽  
Discrete Monitoring

Abstract This paper investigates the toppling deformation characteristics of the displacement evolution in different portions for a reverse-dip rock slope, through a case study of Xiaodongcao slope in Chongqing city, China. Firstly, the elevation, slope angle, and aspect were obtained by the field survey, and then they were adopted in the partitioning process related to geological and geometrical conditions by the ArcGIS packages. Secondly, the spatiotemporal cloud map of the displacement was obtained by discrete monitoring data of surface displacement of the slope. Finally, the topping deformation was determined by superposing the cloud map of the displacement and the geometrical partition, considering the change of the reservoir level. The main findings are summarized as follows: (1) the horizontal displacement is close to the total one, meaning that the slope topping deformation is mainly in the horizontal orientation.(2) In the front and middle edges of the slope, the horizontal displacement is pronounced, which increases with the increase of the reservoir level and vice versa. The vertical displacement mainly occurs in the trailing of the slope, which increases when the reservoir level changes. (3) The area in relation to the strong superposed displacement increases with the variation of the reservoir level. The largest area of superposed displacement is distributed at medium gradient, low elevation and north aspect zones.

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