Abstract
Based on the geological conditions of soft-rock roadway with a buried depth of 1336 m and the data that are achieved by various experimental methods, the multi-factor coupling analysis of the instability mechanism of soft-rock roadway is carried out through theoretical analysis and numerical simulation. Additionally, following the Nishihara model and Drucker–Prague’s modification of Mohr–Coulomb yield condition, the stability control theory of soft-rock coal roadway is analyzed. By fully considering the bearing capacity of each supporting component, the original supporting structure is innovatively examined with crush tube, spherical tray, high-strength bar and steel strip to form a flexible and high-performance bolt supporting structure, and the stability control of 1336 m soft-rock coal roadway is also comprehended. Therefore, the studies have shown that the convergence trend of omnidirectional, strong rheological and large deformation constitutes the essential characteristics of deep soft-rock roadway deformation. The instability process of roadway surrounding rock is accompanied by “domino-effect” similar to that of multi-factor coupling. The irrational design of the support scheme and the destruction of the support structure are the external factors of this effect, although the prominent contradiction between high in-situ stress and the weak bearing capacity of the deep degraded rock mass is the internal factors of this effect. Similarly, the engineering practice and observation data of the new scheme have shown that the deformation coordination of support components and the matching degree of bearing characteristics should be one of the main factors to be considered in the design of deep soft-rock roadway support, high elongation and multiple adjustable characteristics to adapt to the basic characteristics of deep soft-rock roadway deformation. Hence, the construction idea of the new scheme has contributed the satisfactory engineering significances and reference value for optimizing the stress environment of soft-rock roadway and further reducing the support cost.
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Abbreviations
- NATM:
-
New Austrian tunneling method
- ASTM:
-
American society for testing and materials
- ISRM:
-
International society for rock mechanics
- CCNSCB:
-
Cracked chevron-notched semi-circular bend
- CCNBD:
-
Cracked chevron-notched Brazilian disc
- H :
-
Height of roadway
- n :
-
Assurance factor
- a :
-
Radius of roadway
- p α :
-
Supporting intensity
- G 1 :
-
Shear modulus
- r :
-
Depth of surrounding rock
- S :
-
Anchor row space
- p :
-
The axial force of anchor bolt
- k :
-
Stiffness of anchor bolt
- \( \Delta u^{r} \) :
-
Radial displacement of rock stratum
- E :
-
Elasticity modulus
- M φ :
-
Friction angle-softening modulus
- F :
-
The normal yield of material under three-dimensional stress
- 〈F〉:
-
The normal yield of material under three-dimensional stress conditions
- L :
-
Roadway width
- [r]:
-
The radius of loose surrounding rock
- p 0 :
-
In-situ stress
- G 1 :
-
Shear modulus
- b :
-
Bolt spacing
- d :
-
Thickness of the compression band
- p r :
-
Pre-strength of anchor bolt
- u :
-
Surrounding rock displacement
- v :
-
Surrounding rock migration rate
- A :
-
Cross-sectional area
- M c :
-
Viscosity-softening modulus
- L 0 :
-
Supporting length
- \( \sigma_{\rho } \) :
-
The radial stress
- \( \sigma_{\theta } \) :
-
Circumferential stress
- \( \sigma_{H\text{max} } \) :
-
Maximum horizontal principal stress
- \( \sigma_{H\text{min} } \) :
-
Minimum horizontal principal stress
- \( \sigma_{1} \) :
-
Maximum principal stress
- \( \sigma_{3} \) :
-
Minimum principal stress
- \( \sigma_{t} \) :
-
Tensile strength
- \( \sigma_{n} \) :
-
Normal stress
- \( \sigma_{c} \) :
-
Vertical principal stress
- \( \sigma_{c}^{{\prime }} \) :
-
Residual cohesion
- \( \sigma_{r}^{e} \) :
-
Effective radial stress of the elastic–plastic boundary surface
- \( \tau_{\rho \theta } \) :
-
Shear stress
- \( \varphi \) :
-
Internal friction
- \( \varphi^{{\prime }} \) :
-
The residual angle of internal friction
- \( \eta_{1} \) :
-
Proportional constant
- \( \psi_{1} \) :
-
Viscosity coefficient
- \( \psi_{2} \) :
-
Viscosity coefficient
- \( \mu \) :
-
Poisson’s ratio
- [\( \varepsilon \)]:
-
The critical strain of rock mass
- \( \varepsilon \) :
-
Linear strain
- \( \varepsilon_{e} \) :
-
Elastic linear strain
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Acknowledgements
The research was funded by the National Natural Science Foundation of China (No.51574226), 2017 special project of Subject Frontiers Scientific Research in China University of Mining and Technology (2017XKQY047), and the National Natural Science Foundation of Guangdong (No. 2018A0303130162). The authors would like to thank Suncun Coal Mine for providing field geological and geotechnical data about this research, and for providing the encouragement to conduct this research and to publish the research findings.
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Zhan, Q., Zheng, X., Du, J. et al. Coupling Instability Mechanism and Joint Control Technology of Soft-Rock Roadway with a Buried Depth of 1336 m . Rock Mech Rock Eng 53, 2233–2248 (2020). https://doi.org/10.1007/s00603-019-02027-9
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DOI: https://doi.org/10.1007/s00603-019-02027-9