Analysis of the Interaction Damage Mechanism and Treatment Measures for an Underpass Landslide Tunnel: A Case from Southwest China
Abstract
:1. Introduction
2. Project Overview
2.1. Geological Survey
2.2. Theory of Underpass Landslide Tunnels
3. History of the Evolution of Slope Failure in Tunnels
4. Numerical Simulation of the Underpass Landslide Tunnel
4.1. Simulation of Slope Stability in the Natural State
4.2. Simulation of Slope Stability after Tunnel Excavation
5. Analysis of the Interaction Damage Mechanism in Underpass Landslide Tunnels
6. On-Site Monitoring and Measurement
7. Disposal Options
7.1. Numerical Simulation of Treatment Measures
7.2. Practical Treatment Measures on Site
7.3. Emergency Measures in Tunnel Caverns
- (1)
- The lining type of section ZK142 + 070~080 and section ZK142 + 030~040 of the left cave was adjusted from Sd4-b to Sd4-a for strengthening treatment.
- (2)
- The concrete standard of the lining of section ZK142 + 120–140 of the left cave and section K142 + 100–120 of the right cave was upgraded from C35 to C40, and the lining of section ZK142 + 130–140 of the left cave was changed from XSd5-a to XSd5-c for strengthening treatment.
- (3)
- The lining type of section K142 + 000 to K142 + 030 of the right cave was adjusted from Sd4-b to Sd5-b, and I-beams were added to the elevation arch of section K142 + 030 to K142 + 070 to close the initial support into a ring to improve the integrity of the initial support and strengthen the locking foot of this section.
7.4. Tunnel Slope Treatment
- (1)
- Anti-slip piles: At a 880 m elevation, four square anti-slip piles with a length of 15 m (potential sliding surface depth of approximately 10 m), a pile cross section of 2 m × 4 m, and a pile spacing of 6 m were added to the back edge of the mountain; two square anti-slip piles with a length of 15 m (potential sliding surface depth of approximately 8 m), a pile cross section of 2 m × 4 m, and a pile spacing of 6 m were added to the right side of the left cavern.
- (2)
- Surface grouting: The length of grouting of the disturbed area caused by the collapse of the left tunnel at ZK142 + 140 was from mileage ZK142 + 120 to 130 on the left line and from mileage K142 + 112 to 120 on the right line. The width of grouting was from 30 m outside the outline of the left tunnel to 10 m outside the outline of the right tunnel, and the accumulated grouting area was approximately 600 m2. The grouting material was P.O.42.5 cement net slurry, cement slurry with a water–cement ratio of (0.6–0.8):1, the initial pressure of grouting was 0.5–1.0 MPa, and the final pressure was 1.0 MPa.
8. Conclusions
- (1)
- The interaction effect between the tunnel collapse and the slope instability, as well as the fact that the large amount of mudstone commonly contained in the surrounding rock of this tunnel is rheological, can amplify the interaction effect on the tunnel slopes and lead to greater damage.
- (2)
- Mechanisms of interaction in underpass landslide tunnels: During the excavation process of the tunnel beneath the landslide, a weak sandwich geology was encountered, which resulted in the collapse of the left line tunnel. This collapse created an unloading effect, causing stress concentration on the elevation slope near the left line. A small potential sliding surface slippage occurred within a limited range, accompanied by a surface crack measuring approximately 25 m in length. The sliding force exerted on the elevation slope affected the tunnel, increasing the stress on the tunnel lining. As the excavation progressed, the stress on the elevation slope surged, causing the potential sliding surface slippage range to expand. A large crack, 2–10 cm in width and 91 m in length, appeared on the ground surface. The sliding force exerted on the elevation slope continued to affect the tunnel, resulting in damage and cracking of the lining.
- (3)
- This study adopted the comprehensive treatment plan of “tunnel cave-in rescue + tunnel slope treatment”, where tunnel cave-in includes stopping excavation, shotcrete reinforcement, re-arching, backfill and backpressure, reinforcing the structure, and tunnel slope includes backfill and backpressure, anti-slip piles, surface grouting, drainage, and grass planting. This plan has strong pertinence and effectiveness and solves the problem of tunnel cavity fundamentally and ensures the smooth excavation of the tunnel as well as the safety and stability of the tunnel slope.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Surrounding Rock Level | Severe γ (kN/m3) | Modulus of Deformation E (GPa) | Poisson’s Ratio μ | Cohesion C (MPa) | Angle of Internal Friction φ (°) | Uniaxial Compressive Strength Ra (MPa) |
---|---|---|---|---|---|---|
Mesothermal rock masses | 23.7 | 1.0 | 0.32 | 0.1 | 25 | 0.002 |
Strongly weathered rock masses | 21.6 | 1.0 | 0.42 | 0.06 | 20 | 0.0012 |
Planting soil | 22.5 | 0.05 | 0.3 | 0.05 | 20 | 0.0001 |
Moderately weathered rock masses (considering dominant joints) | N/A | N/A | N/A | 0.03 | 25 | 0.0006 |
Strongly weathered rock masses (consider dominant joints) | N/A | N/A | N/A | 0.012 | 20 | 0.0004 |
Profile/Tunnel | Maximum Compressive Stress (MPa) | Maximum Tensile Stress (MPa) |
---|---|---|
Profile at 0 m/left line tunnel | 2.01 | 0.24 |
Profile at 20 m/left line tunnel | 3.36 | 0 |
Profile at 0 m/right line tunnel | 2.65 | 0.18 |
Left line tunnel longitudinal section | 1.79 | 0.14 |
Right line tunnel longitudinal section | 1.61 | 0.18 |
Profile/Tunnel | Maximum Compressive Stress (MPa) | Maximum Tensile Stress (MPa) |
---|---|---|
Profile at 0 m/left line tunnel | 3.14 | 0.74 |
Profile at 20 m/left line tunnel | 7.82 | 1.59 |
Profile at 0 m/right line tunnel | 3.32 | 0.85 |
Profile at 60 m/left line tunnel | 11.17 | 0.93 |
Profile at 40 m/right line tunnel | 5.4 | 0.91 |
Left line tunnel longitudinal section | 3.97 | 1.31 |
Right line tunnel longitudinal section | 2.83 | 1.03 |
Profile/Tunnel | Maximum Compressive Stress (MPa) | Maximum Tensile Stress (MPa) |
---|---|---|
Profile at 0 m/left line tunnel | 6.5 | 0.95 |
Profile at 20 m/left line tunnel | 7.03 | 1.72 |
Profile at 0 m/right line tunnel | 3.51 | 1.08 |
Profile at 60 m/left line tunnel | 11.4 | 1.55 |
Profile at 40 m/right line tunnel | 6.9 | 1.55 |
Profile at 70 m/left line tunnel | 6.69 | 1.18 |
Profile at 60 m/right line tunnel | 9.24 | 2.54 |
Profile at 80 m/left line tunnel | 6.23 | 1.23 |
Profile at 70 m/right line tunnel | 6.11 | 1.03 |
Profile at 88.4 m/left line tunnel | 8.23 | 1.03 |
Profile at 78.4 m/right line tunnel | 8.03 | 1.58 |
Left line tunnel longitudinal section | 6.61 | 1.58 |
Right line tunnel longitudinal section | 6.46 | 2.52 |
Profile/Tunnel | Maximum Compressive Stress (MPa) | Maximum Tensile Stress (MPa) |
---|---|---|
Profile at 0 m/left line tunnel | 2.85 | 0.65 |
Profile at 20 m/left line tunnel | 6.03 | 1.02 |
Profile at 0 m/right line tunnel | 2.51 | 0.68 |
Profile at 60 m/left line tunnel | 10.4 | 0.65 |
Profile at 40 m/right line tunnel | 4.9 | 0.63 |
Profile at 70 m/left line tunnel | 4.99 | 0.78 |
Profile at 60 m/right line tunnel | 4.34 | 0.84 |
Profile at 80 m/left line tunnel | 4.33 | 1.05 |
Profile at 70 m/right line tunnel | 4.11 | 0.73 |
Profile at 88.4 m/left line tunnel | 6.33 | 0.83 |
Profile at 78.4 m/right line tunnel | 6.03 | 1.28 |
Left line tunnel longitudinal section | 4.71 | 0.88 |
Right line tunnel longitudinal section | 4.66 | 1.04 |
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Zhou, W.; Xu, X.; Li, X.; Li, S. Analysis of the Interaction Damage Mechanism and Treatment Measures for an Underpass Landslide Tunnel: A Case from Southwest China. Sustainability 2023, 15, 11398. https://doi.org/10.3390/su151411398
Zhou W, Xu X, Li X, Li S. Analysis of the Interaction Damage Mechanism and Treatment Measures for an Underpass Landslide Tunnel: A Case from Southwest China. Sustainability. 2023; 15(14):11398. https://doi.org/10.3390/su151411398
Chicago/Turabian StyleZhou, Wangwang, Xulin Xu, Xiaoqing Li, and Shiyun Li. 2023. "Analysis of the Interaction Damage Mechanism and Treatment Measures for an Underpass Landslide Tunnel: A Case from Southwest China" Sustainability 15, no. 14: 11398. https://doi.org/10.3390/su151411398