Mechanism of Time-Dependent Instability of Deep Soft-Rock Roadway and Crack-Filling Reinforcement Technology
<p>Basic information of the roadway. (<b>a</b>) Layout plan of the II5 Rail Rise; (<b>b</b>) Initial support of the roadway; (<b>c</b>) Geological histogram.</p> "> Figure 2
<p>Roadway damage in test section. (<b>a</b>) Floor heave and side-beam and top-beam bending; (<b>b</b>) Pulp burst; (<b>c</b>) Rib and roof bulging.</p> "> Figure 3
<p>Surrounding rock loose circle test. (<b>a</b>) CT2 mine ultrasonic surrounding rock crack detector; (<b>b</b>) test borehole arrangement; (<b>c</b>) test results.</p> "> Figure 4
<p>Schematic diagram of block strength attenuation.</p> "> Figure 5
<p>Mechanism of contact strength attenuation.</p> "> Figure 6
<p>Comparison of uniaxial compression simulation curves and laboratory test curves. (<b>a</b>) coal; (<b>b</b>) mudstone; (<b>c</b>) medium-grained sandstone; (<b>d</b>) fine sandstone.</p> "> Figure 7
<p>Rheological parameter calibration. (<b>a</b>) matching between simulated and test curves; (<b>b</b>) matching between simulation and test damage results.</p> "> Figure 8
<p>Numerical calculation model of Ⅱ5 Rail Rise.</p> "> Figure 9
<p>Layout of displacement measuring points.</p> "> Figure 10
<p>Horizontal displacement nephograms of roadway on different days. (<b>a</b>) 1st d; (<b>b</b>) 5th d; (<b>c</b>) 50th d; (<b>d</b>) 200th d; (<b>e</b>) 250th d; (<b>f</b>) 300th d.</p> "> Figure 11
<p>Average displacement and displacement rate of two ribs of roadway. (<b>a</b>) average displacement; (<b>b</b>) average displacement rate.</p> "> Figure 12
<p>Distribution characteristics of cracks in roadway surrounding rock with the passage of time. (<b>a</b>) 1st d; (<b>b</b>) 5th d; (<b>c</b>) 50th d; (<b>d</b>) 200th d; (<b>e</b>) 250th d; (<b>f</b>) 300th d.</p> "> Figure 13
<p>Comparison between on-site damage characteristics and simulated damage characteristics of the roadway. (<b>a</b>) simulated damage characteristics; (<b>b</b>) on-site damage characteristics.</p> "> Figure 14
<p>Evolutions of number of cracks and damage degree with time in the surrounding rock. (<b>a</b>) number of cracks; (<b>b</b>) damage degree.</p> "> Figure 15
<p>Average displacement of two ribs, roof, and floor of the roadway. (<b>a</b>) ribs; (<b>b</b>) roof and floor.</p> "> Figure 16
<p>Crack distribution of the improved support. (<b>a</b>) 5th d; (<b>b</b>) 300th d.</p> "> Figure 17
<p>Evolutions of number of cracks and damage degree with time after support optimization. (<b>a</b>) number of cracks; (<b>b</b>) damage degree.</p> "> Figure 18
<p>Roadway surface displacement monitoring. (<b>a</b>) station 1; (<b>b</b>) station 2.</p> "> Figure 19
<p>Comparison of borehole observation results before and after crack filling. (<b>a</b>) roof 1.0 m; (<b>b</b>) roof 1.0 m (filling); (<b>c</b>) roof 5.0 m; (<b>d</b>) roof 5.0 m (filling); (<b>e</b>) left rib 1.0 m; (<b>f</b>) left rib 1.0 m (filling); (<b>g</b>) left rib 5.0 m; (<b>h</b>) left rib 5.0 m (filling); (<b>i</b>) right rib 1.0 m; (<b>j</b>) right rib 1.0 m (filling); (<b>k</b>) right rib 5.0 m; (<b>l</b>) right rib 5.0 m (filling).</p> "> Figure 19 Cont.
<p>Comparison of borehole observation results before and after crack filling. (<b>a</b>) roof 1.0 m; (<b>b</b>) roof 1.0 m (filling); (<b>c</b>) roof 5.0 m; (<b>d</b>) roof 5.0 m (filling); (<b>e</b>) left rib 1.0 m; (<b>f</b>) left rib 1.0 m (filling); (<b>g</b>) left rib 5.0 m; (<b>h</b>) left rib 5.0 m (filling); (<b>i</b>) right rib 1.0 m; (<b>j</b>) right rib 1.0 m (filling); (<b>k</b>) right rib 5.0 m; (<b>l</b>) right rib 5.0 m (filling).</p> ">
Abstract
:1. Introduction
2. Engineering Overview
2.1. Mine Description
2.2. On-Site Observation of the Surrounding Rock Characteristics in the II5 Rail Rise
3. UDEC-Based Numerical Simulation on Discrete Element
3.1. Rheological Model Based on Strength Attenuation of Contact Face
3.2. Model Establishment and Parameter Calibration
4. Numerical Simulation of Damage Mechanism under the Original Support of II5 Rail Rise
4.1. Displacement Evolution Law of Roadway Surrounding Rock
4.2. Crack Evolution Law of Roadway Surrounding Rock
4.3. Damage Mechanism of II5 Rail Rise
5. Discussion
6. Conclusions
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Lithology | Block Parameter | Contact Parameter | |||||
---|---|---|---|---|---|---|---|
Density (kg/m−3) | Elastic Modulus (Gpa) | Normal Stiffness (GPa/m) | Tangential Stiffness (GPa/m) | Cohesion (MPa) | Friction (°) | Tensile Strength (MPa) | |
Coal | 1400 | 2.1 | 256.9 | 102.8 | 2.9 | 23 | 1.0 |
Mudstone | 2461 | 3.1 | 396.3 | 158.5 | 4.3 | 25 | 1.5 |
Medium-grained sandstone | 2535 | 3.9 | 477.2 | 190.9 | 7.2 | 26 | 2.7 |
Fine sandstone | 2689 | 4.4 | 549.7 | 219.9 | 8.2 | 30 | 3.3 |
Lithology | Elastic Modulus (GPa) | Compressive Strength (MPa) | ||||
---|---|---|---|---|---|---|
Target | Calibrated | Error (%) | Target | Calibrated | Error (%) | |
Coal | 2.1 | 1.9 | 9.5 | 9.7 | 9.7 | 0.0 |
Mudstone | 3.1 | 3.0 | 3.2 | 14.7 | 14.3 | 2.7 |
Medium-grained sandstone | 3.9 | 4.0 | 2.6 | 27.5 | 27.0 | 1.8 |
Fine sandstone | 4.4 | 4.4 | 0.0 | 34.1 | 33.4 | 2.1 |
Parameter | Meaning of Parameter | Value |
---|---|---|
Block parameter | ||
KV | Bulk modulus (GPa) | 1.2 |
c | Initial cohesion (MPa) | 3.5 |
ρ | Density (kg/m3) | 1800 |
φ | Friction (°) | 30 |
σt | Tensile strength (MPa) | 1.3 |
Gm | Maxwell shear modulus (Pa) | 5.97 × 108 |
ηm | Maxwell viscosity coefficient (Pa·s) | 2.9 × 1013 |
Gk | Kelvin shear modulus (Pa) | 7.7 × 108 |
ηk | Kelvin viscosity coefficient (Pa·s) | 6.7 × 1010 |
Contact parameter | ||
kn | Normal stiffness (Pa/m) | 2.56 × 1012 |
ks | Tangential stiffness (Pa/m) | 1.02 × 1012 |
φj | Friction (°) | 30 |
cj | Initial cohesion (MPa) | 3.2 |
σtj | Tensile strength (MPa) | 1.2 |
Rheological setting | ||
Rheological timestep time (s) | 0.005 | |
F | Empirical time constant | 0.0196 |
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Wu, B.; Chang, J.; Li, C.; Wang, T.; Shi, W.; Wang, X. Mechanism of Time-Dependent Instability of Deep Soft-Rock Roadway and Crack-Filling Reinforcement Technology. Appl. Sci. 2023, 13, 4641. https://doi.org/10.3390/app13074641
Wu B, Chang J, Li C, Wang T, Shi W, Wang X. Mechanism of Time-Dependent Instability of Deep Soft-Rock Roadway and Crack-Filling Reinforcement Technology. Applied Sciences. 2023; 13(7):4641. https://doi.org/10.3390/app13074641
Chicago/Turabian StyleWu, Bowen, Jucai Chang, Chuanming Li, Tuo Wang, Wenbao Shi, and Xiangyu Wang. 2023. "Mechanism of Time-Dependent Instability of Deep Soft-Rock Roadway and Crack-Filling Reinforcement Technology" Applied Sciences 13, no. 7: 4641. https://doi.org/10.3390/app13074641