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Geotechnical and Geological Engineering

, Volume 37, Issue 1, pp 491–499 | Cite as

Upper Bound Solution for Required Supporting Pressure Applied on a Deep Shield Tunnel Face Under Different Groundwater Levels

  • Jia-hua ZhangEmail author
  • Wei-jun Wang
  • Biao Zhang
  • Dao-bing Zhang
  • Jia-cheng Song
Technical Note
  • 129 Downloads

Abstract

The construction of shield tunnels is greatly influenced by the presence of groundwater. Based on the upper bound theorem of limit analysis, this paper presents an analytical investigation on the stability of shield tunnel face subjected to the impact of pore water pressure. Considering the nonlinear strength feature of soil mass, the nonlinear failure criterion of power-law type is employed, and the tangential technique is utilized to determine its equivalent Mohr–Coulomb strength parameters. The log-spiral failure mechanism for shield tunnel face is constructed, and three different cases of the relation between groundwater level and this mechanism are summarized. After that, rates of work of external forces and rate of internal energy dissipation are computed and analytical expression for the supporting pressure is deduced. Numerical solution with respect to specified parameters is calculated through optimization. Parametric analysis is performed and the variation of required supporting pressure with increasing height of groundwater level is presented.

Keywords

Upper bound analysis Shield tunnel Pore water pressure Supporting pressure 

Notes

Acknowledgements

The preparation of the paper has received financial supports from National Natural Science Foundation of China (51434006, 51374105 and 51674115). The financial supports are greatly appreciated.

References

  1. Anagnostou G, Kovari K (1996) Face stability conditions with earth-pressure-balanced shields. Tunn Undergr Space Technol 11(2):165–173CrossRefGoogle Scholar
  2. Baker R (2004) Nonlinear Mohr envelopes based on triaxial data. J Geotech Geoenviron Eng 130(5):498–506CrossRefGoogle Scholar
  3. Chambon P, Corte J (1994) Shallow tunnels in cohesionless soil: Stability of tunnel face. J Geotech Eng 120(7):1148–1165CrossRefGoogle Scholar
  4. Chen WF (1975) Limit analysis and soil plasticity. Elsevier, New YorkGoogle Scholar
  5. Funatsu T, Hoshino T, Sawae H et al (2008) Numerical analysis to better understand the mechanism of the effects of ground supports and reinforcements on the stability of tunnels using the distinct element method. Tunn Undergr Space Technol 23(5):561–573CrossRefGoogle Scholar
  6. Kamata H, Mashimo H (2003) Centrifuge model test of tunnel face reinforcement by bolting. Tunn Undergr Space Technol 18(2):205–212CrossRefGoogle Scholar
  7. Leca E, Dormieux L (1990) Upper and lower bound solutions for the face stability of shallow circular tunnels in frictional material. Geotechnique 40(4):581–606CrossRefGoogle Scholar
  8. Lee IM, Nam SW (2001) The study of seepage forces acting on the tunnel lining and tunnel face in shallow tunnels. Tunn Undergr Space Technol 16(1):31–40CrossRefGoogle Scholar
  9. Lee YZ, Shubert W (2008) Determination of the round length for tunnel excavation in weak rock. Tunn Undergr Space Technol 23(3):221–231CrossRefGoogle Scholar
  10. Lee IM, Nam SW, Ahn JH (2003) Effect of seepage forces on tunnel face stability. Can Geotech J 40(2):342–350CrossRefGoogle Scholar
  11. Maynar M, Rodriguez L (2005) Discrete numerical model for analysis of earth pressure balance tunnel excavation. J Geotech Geoenviron Eng 131(10):1234–1242CrossRefGoogle Scholar
  12. Michalowski RL (1995) Slope stability analysis: a kinematical approach. Geotechnique 45(2):283–293CrossRefGoogle Scholar
  13. Mollon G, Dias D, Soubra AH (2009) Probabilistic analysis and design of circular tunnels against face stability. Int J Geomech 9(6):237–249CrossRefGoogle Scholar
  14. Mollon G, Dias D, Soubra AH (2010) Face stability analysis of circular tunnels driven by a pressurized shield. J Geotech Geoenviron Eng 136(1):215–229CrossRefGoogle Scholar
  15. Mollon G, Phoon KK, Dias D et al (2011) Validation of a new 2D failure mechanism for the stability analysis of a pressurized tunnel face in a spatially varying sand. J Eng Mech 137(1):8–21CrossRefGoogle Scholar
  16. Pan Q, Dias D (2016) The effect of pore water pressure on tunnel face stability. Int J Numer Anal Meth Geomech 40(15):2123–2136CrossRefGoogle Scholar
  17. Perazzelli P, Leone T, Anagnostou G (2014) Tunnel face stability under seepage flow conditions. Tunn Undergr Space Technol 43:459–469CrossRefGoogle Scholar
  18. Viratjandr C, Michalowski RL (2006) Limit analysis of submerged slopes subjected to water drawdown. Can Geotech J 43(8):802–814CrossRefGoogle Scholar
  19. Yang XL, Yin JH (2004) Slope stability analysis with nonlinear failure criterion. J Eng Mech 130(3):267–273CrossRefGoogle Scholar
  20. Zhang XJ, Chen WF (1987) Stability analysis of slopes with general nonlinear failure criterion. Int J Numer Anal Meth Geomech 11(1):33–50CrossRefGoogle Scholar
  21. Zhang JH, Li YX, Xu JS (2015) Energy analysis of face stability of deep rock tunnels using nonlinear Hoek–Brown failure criterion. J Cent South Univ 22(8):3079–3086CrossRefGoogle Scholar

Copyright information

© Springer International Publishing AG, part of Springer Nature 2018

Authors and Affiliations

  • Jia-hua Zhang
    • 1
    Email author
  • Wei-jun Wang
    • 1
  • Biao Zhang
    • 2
  • Dao-bing Zhang
    • 1
  • Jia-cheng Song
    • 3
  1. 1.Work Safety Key Lab on Prevention and Control of Gas and Roof Disasters for Southern Coal Mines, Hunan Provincial Key Laboratory of Safe Mining Techniques of Coal MinesHunan University of Science and TechnologyXiangtanChina
  2. 2.School of Civil EngineeringCentral South UniversityChangshaChina
  3. 3.School of Resource Environment and Safety EngineeringHunan University of Science and TechnologyXiangtanChina

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