Effect of Constructing a New Tunnel on the Adjacent Existed Tunnel in Weak Rock Mass: A Case Study
Abstract
:1. Introduction
2. Project Overviews
2.1. Expansion Project Site for Shidao Tunnels
2.2. Geological Profile of Expansion Project for Shidao Tunnels
2.3. Excavation and Constructing Procedures
3. Field Investigations on New Constructing and Existed Tunnels
3.1. High-Precision Acquisitions on Excavation Surfaces of New Constructing Tunnel
3.2. Real-Time Monitoring Development of Crack in Existed Tunnel
4. Numerical Study on New Constructing and Existed Tunnels
4.1. Numerical Model of Surrounding Rock and Tunnels
4.1.1. Overview of Numerical Model
4.1.2. Numerical Simulation of Excavating Process
4.2. Numerical Analysis on Performance of New Constructing Tunnel
4.2.1. Validation of Horizontal Convergence Displacement of Side Walls by Real-Time Monitoring at ZK 72 + 530 m
4.2.2. Vertical Displacement of Vault and Horizontal Displacement of Adjacent Side Wall
4.2.3. Plastic Zone of Cross Section at ZK 72 + 550 m
4.3. Numerical Analysis on Effect of New Constructing Tunnel on Existed Tunnel
4.3.1. Validation of Width Variation of Longitudinal Crack in Existed Tunnel
4.3.2. Vertical Displacement of Vault of Existed Tunnel
4.3.3. Horizontal Displacement of Adjacent Side Wall of Existed Tunnel
5. Numerical Analysis on Constructing Influence of Tunnel Spacing and Geological Condition
5.1. Spacing between New Constructing Tunnel and Existed Tunnel
5.2. Geological Strength Index of Surrounding Rock Mass
6. Summary and Conclusions
- The numerical analysis results based on modified GZZ constitutive model are in good agreement with real-time monitoring results. In new constructing tunnel, the vertical displacement of the vault keeps increasing in the constructing process. The horizontal displacement of the adjacent side wall has a slight rebound at last stage. This is due to the settlement of the surrounding rock at the vault, which squeezes outward the surrounding rock on the adjacent side of the new constructing tunnel. The development of the plastic zone of cross section at ZK 72 + 550 m of the new constructing tunnel indicates the divided excavation method can obviously reduce the constructing influence in weak rock mass.
- The monitoring results show that the maximum width variation of the longitudinal crack in the existed tunnel is less than 0.3 mm during the constructing process of the new tunnel. Numerical analysis shows that the maximum vertical displacement of vault is less than 1 mm, and the maximum horizontal displacement of the adjacent side wall is less than 0.5 mm. The numerical analysis indicates that the vertical displacement of the vault and the horizontal displacement of the side wall of existed tunnel show varying degrees of rebound in the later period of excavation. The main reason is that in the constructing process the redistribution of stress field causes the rock at its adjacent side wall to be squeezed and deformed toward the existed tunnel.
- Tunnel spacing between the new constructing and existed tunnels has an obvious influence on the maximum vertical displacements of the vault and the maximum horizontal displacement of the adjacent side wall of the existed tunnel. When the distance is larger than 2.5 d, the influence on existed tunnel because of excavation is not remarkable, while the effect increases rapidly with its decrease when it is less than 2 d. Therefore, it is suggested that new constructing tunnels should be kept at least 2 d away from the existed tunnel, so that the influence of excavation can be minimized. In general, poor geological conditions lead to an increase in the constructing effect of the new constructing tunnel on the existed tunnel. Therefore, it is suggested to strengthen the support of the surrounding rock when constructing a new tunnel in the weak rock mass.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Surrounding Rock | Structure Rating (SR) | Roughness (Rr) | Weathering (Rw) | Infilling (Rf) | Surface Condition Rating (SCR = Rr + Rw + Rf) | GSI |
---|---|---|---|---|---|---|
Zone A | Blocky /Disturbed | Slightly rough | Moderate~Highly weathered | Soft <5 mm | 7 | 30 |
24 | 3 | 2 | 2 | |||
Zone B | Disintegrated | Slickensided | Highly weathered | Soft <5 mm | 3 | 15 |
10 | 0 | 1 | 2 |
Surrounding Rock | ρ (kg/m3) | Em (GPa) | v | UCS (MPa) | GSI | D | mi |
---|---|---|---|---|---|---|---|
Zone A | 2700 | 2.1095 | 0.4 | 44.5 | 30 | 0 | 7 |
Zone B | 2660 | 0.6023 | 0.4 | 20.4 | 15 | 0 | 6 |
Tunnel | Structures | Material | Density (kg/m3) | E (GPa) | Poisson Ratio v | Thickness (cm) |
---|---|---|---|---|---|---|
Existed tunnel | Primary lining | Plain concrete | 2200 | 25.5 | 0.25 | 30 |
Secondary lining | Reinforced concrete | 2500 | 31.5 | 0.25 | 50 | |
Floor backfilling | Plain concrete | 2400 | 28 | 0.25 | 70 | |
New constructing tunnel | Primary lining | Plain concrete | 2200 | 25.5 | 0.25 | 26 |
Secondary lining | Reinforced concrete | 2500 | 31.5 | 0.25 | 60 | |
Floor backfilling | Plain concrete | 2400 | 28 | 0.25 | 60 | |
Bolts | Steel | 7800 | 210 | 0.25 | − |
Construction Step | 1~26 | 27~34 | 35~42 | 43~50 | 51~58 | 59~64 | 65~68 | 69~72 | 73~76 | 77~78 | 79~80 |
---|---|---|---|---|---|---|---|---|---|---|---|
Excavation distance (m) | 0 | 2 | 4 | 6 | 8 | 10 | 12 | 14 | 16 | 18 | 20 |
Mileage of part IV [ZK (m)] | 72 + 530 | 72 + 532 | 72 + 534 | 72 + 536 | 72 + 538 | 72 + 540 | 72 + 542 | 72 + 544 | 72 + 546 | 72 + 548 | 72 + 550 |
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Zhang, Q.; Guo, X.; Yu, T.; Shen, Y.; Liu, X. Effect of Constructing a New Tunnel on the Adjacent Existed Tunnel in Weak Rock Mass: A Case Study. Buildings 2022, 12, 1845. https://doi.org/10.3390/buildings12111845
Zhang Q, Guo X, Yu T, Shen Y, Liu X. Effect of Constructing a New Tunnel on the Adjacent Existed Tunnel in Weak Rock Mass: A Case Study. Buildings. 2022; 12(11):1845. https://doi.org/10.3390/buildings12111845
Chicago/Turabian StyleZhang, Qi, Xiaokang Guo, Tao Yu, Yixin Shen, and Xingen Liu. 2022. "Effect of Constructing a New Tunnel on the Adjacent Existed Tunnel in Weak Rock Mass: A Case Study" Buildings 12, no. 11: 1845. https://doi.org/10.3390/buildings12111845