Analysis of Formation Mechanism of Slightly Inclined Bedding Mudstone Landslide in Coal Mining Subsidence Area Based on Finite–Discrete Element Method
(This article belongs to the Section E2: Control Theory and Mechanics)
Abstract
:1. Introduction
2. Regional Geological Environment Background
3. Materials and Methods
3.1. Laboratory Geotechnical Test
3.2. Numerical Simulation
3.2.1. Discrete Element Numerical Simulation Method
- (1)
- Model establishment
- (2)
- Constitutive model
- (3)
- Parameter selection
3.2.2. Finite Element Numerical Simulation Method
- (1)
- Model establishment
- (2)
- Parameter selection
3.3. Landslide Stability Analysis
3.3.1. Overview of Landslide Stability Analysis Method
3.3.2. Limit Equilibrium Method and Finite Element Limit Equilibrium Method Based on GeoStudio
- (1)
- Model establishment
- (2)
- Parameter selection
4. Results
4.1. Landslide Type and Deformation Failure Characteristics
4.1.1. Landslide Type and Morphological Characteristics
4.1.2. Deformation and Failure Characteristics of the Landslide
4.2. Numerical Simulation Results
4.2.1. Numerical Simulation Results of Discrete Element Method
- (1)
- Numerical simulation results only considering the coal mining subsidence area
- (2)
- Numerical simulation results of landslide process
4.2.2. Finite Element Numerical Simulation Results
- (1)
- Displacement analysis
- (2)
- Stress analysis
4.3. Calculation Results of Landslide Stability
5. Discussion
5.1. Necessity of Combining Discrete Element Method with Finite Element Method to Analyze Landslide Formation Mechanism
5.2. Analysis of the Influencing Factors on the Landslide in the Coal Mining Subsidence Area
5.2.1. Internal Factors
5.2.2. Inducing Factors
- (1)
- Coal mining activities
- (2)
- Rain
5.3. Analysis of Formation Mechanism of Overlying Landslide in the Coal Mining Subsidence Area
5.3.1. Slope Deformation Stage
5.3.2. Slope Creep Stage
5.3.3. Landslide Movement Stage
5.3.4. Landslide Accumulation Stage
5.4. Comparison of Calculation Methods of Landslide Stability Coefficient
6. Conclusions
- (1)
- The slightly inclined bedding mudstone landslide in the Tanshan Coal Mine is 850 m long from east to west, 500 m wide from north to south, 10–20 m thick, 475,000 m2 in total area, 10,875,000 m3 in volume and has a sliding direction of 295°. The main body of the landslide is composed of Jurassic mudstone. From the material composition and scale of the landslide mass, the landslide belongs to a giant bedrock landslide. From analysis of landslide deformation characteristics and movement properties, the landslide is a traction landslide caused by a coal mining subsidence area.
- (2)
- Discrete element simulation analysis considering only the coal mining subsidence area shows that when the coal mining subsidence area collapse is completed, the creep deformation of the slope is not enough to lead to the formation of a landslide, which indicates that the formation of the landslide in the Tanshan Coal Mine is closely related to rainfall and surface water infiltration. When the contact surface between strong weathering and moderate weathering is set as a weak zone in the model, the simulation results are consistent with the actual sliding situation of the landslide.
- (3)
- The formation of the slightly inclined bedding mudstone landslide in the Tanshan Coal Mine is mainly due to the joint action of internal factors and inducing factors. The internal factors are mainly controlled by geotechnical types and engineering geological properties. The inducing factors are mainly coal mining activities and rainfall.
- (4)
- The sliding process of the landslide is divided into four stages: slope creep, slope deformation, landslide movement and landslide accumulation.
- (5)
- By comparing the calculation results of the limit equilibrium method and the finite element limit equilibrium method, we found that under the rainfall condition, the stability coefficient obtained by the two methods is about 5%, which is mainly due to the fact that the normal stress at the bottom of the strip in the limit equilibrium method is caused by the gravity of the strip and cannot simulate the actual stress distribution. The finite element limit equilibrium method not only calculates the stress closer to that of the real situation, but it also provides the local safety factor of each soil strip. Therefore, selecting the appropriate constitutive model, using the finite element method to simulate the stress distribution of the slope, and then importing it into the limit equilibrium equation for calculation makes the calculation results more accurate.
Author Contributions
Funding
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Parameter | Bulk Density | |||||||||
---|---|---|---|---|---|---|---|---|---|---|
Name | kN/m3 | Pa | Pa | ° | Pa | Pa | Pa | ° | Pa | |
Loess | 18 | 3.0 × 105 | 1.2 × 105 | 11 | 0 | 3.0 × 104 | 1.2 × 104 | 11 | 0 | |
Strongly weathered mudstone | 25 | 5.0 × 106 | 2.1 × 106 | 21 | 0 | 5.0 × 105 | 2.1 × 105 | 21 | 0 | |
Moderately weathered mudstone | 26 | 6.0 × 106 | 2.3 × 106 | 25 | 0 | 3.0 × 105 | 1.2 × 105 | 25 | 0 | |
Weak zone | 27 | 3.0 × 105 | 1.2 × 105 | 7.6 | 0 | 3.0 × 104 | 1.2 × 104 | 7.6 | 0 |
Rock and Soil Type | Bulk Density (kN/m3) | (kPa) | (°) |
---|---|---|---|
Loess | 18 | 35 | 20 |
Strongly weathered mudstone | 25 | 41 | 27 |
Moderately weathered mudstone | 26 | 58 | 40 |
Weak zone | 27 | 22 | 8 |
Method | Moment Equilibrium | Force Balance | Normal Force between Bars/E | Force between Tangential Bars/X | Inclination and Relationship of X/E |
---|---|---|---|---|---|
Ordinary or Fellenius | Satisfied | Unsatisfied | Unsatisfied | Unsatisfied | There is no inter-strip force |
simplified Bishop | Satisfied | Unsatisfied | Satisfied | Unsatisfied | Horizontal direction |
simplified Janbu | Unsatisfied | Satisfied | Satisfied | Unsatisfied | Horizontal direction |
Mongenstern and Price | Satisfied | Satisfied | Satisfied | Satisfied | Variables, Defining functions |
Condition | Rock and Soil Type | Bulk Density (kN/m2) | (kPa) | (°) | Poisson’s Ratio |
---|---|---|---|---|---|
Natural | Loess | 18 | 35 | 20 | 0.35 |
Loess soil | 16 | 32 | 18 | 0.35 | |
Strongly weathered mudstone | 25 | 41 | 27 | 0.3 | |
Slip zone | 27 | 28 | 13 | 0.4 | |
Rainfall | Loess | 18 | 35 | 20 | 0.35 |
Saturated loess soil | 22 | 25 | 16 | 0.35 | |
Loess soil | 19 | 32 | 18 | 0.35 | |
Strongly weathered mudstone | 25 | 41 | 27 | 0.3 | |
Slip zone | 29 | 22 | 8 | 0.4 |
Method | Ordinary | Bishop | Janbu | M–P | Finite Element | |
---|---|---|---|---|---|---|
Condition | ||||||
Natural | 1.905 | 2.095 | 1.936 | 1.948 | 1.802 | |
Rainfall | 1.093 | 1.150 | 1.088 | 1.094 | 1.059 |
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Zhong, J.; Mao, Z.; Ni, W.; Zhang, J.; Liu, G.; Zhang, J.; Geng, M. Analysis of Formation Mechanism of Slightly Inclined Bedding Mudstone Landslide in Coal Mining Subsidence Area Based on Finite–Discrete Element Method. Mathematics 2022, 10, 3995. https://doi.org/10.3390/math10213995
Zhong J, Mao Z, Ni W, Zhang J, Liu G, Zhang J, Geng M. Analysis of Formation Mechanism of Slightly Inclined Bedding Mudstone Landslide in Coal Mining Subsidence Area Based on Finite–Discrete Element Method. Mathematics. 2022; 10(21):3995. https://doi.org/10.3390/math10213995
Chicago/Turabian StyleZhong, Jiaxin, Zhengjun Mao, Wankui Ni, Jia Zhang, Gaoyang Liu, Jinge Zhang, and Mimi Geng. 2022. "Analysis of Formation Mechanism of Slightly Inclined Bedding Mudstone Landslide in Coal Mining Subsidence Area Based on Finite–Discrete Element Method" Mathematics 10, no. 21: 3995. https://doi.org/10.3390/math10213995
APA StyleZhong, J., Mao, Z., Ni, W., Zhang, J., Liu, G., Zhang, J., & Geng, M. (2022). Analysis of Formation Mechanism of Slightly Inclined Bedding Mudstone Landslide in Coal Mining Subsidence Area Based on Finite–Discrete Element Method. Mathematics, 10(21), 3995. https://doi.org/10.3390/math10213995