Prediction of spatial stress–strain behavior of physically nonlinear soil mass in tunnel face area

The article proposes a numerical modeling procedure to predict the stress–strain behavior of rock mass ahead of a tunnel face and its stability as a factor of bearing pressure of temporal support and the model used. The procedure was analyzed in terms of a buried circular-shape opening driven in soil. The geotechnical characteristics of soil mass are accepted from the comparison of the deformation curves obtained in the real-time lab-scale tests and in virtual modeling (virtual calibration). The input parameters were selected to describe the soil mass behavior in the models of elastoplastic body and elastoplastic body with hardening. The influence of change in the temporal support stiffness, assigned as a uniformly distributed load applied perpendicularly to the face surface, on the geomechanical processes in the adjacent rock mass is studied. The model took into account the technology of bench tunneling. The process of formation and qualitative change of the limiting state zone and the hardening zone ahead of the faces is analyzed. The distribution of concentration factors of the maximum principal stresses and the highest shearing stresses around the tunnel is considered. These maximum values in the Mohr–Coulomb model allowed finding the size of the limiting state zone. The analytical procedure of exposure stability criterion calculation by shearing stresses is compared with the modeling results. The values of axial displacements of face in the Mohr–Coulomb model and in the Hardening Soil Model are collated. In the Mohr–Coulomb model, the deformation modulus was set equal to the secant deformation modulus in the Hardening Soils Model. Based on the accomplished research, the recommendations are made for the temporal support design.

Keywords: Plaxis, nonlinear deformation, soil mass, Hardening Soil Modeling, face stability, tunnel.
For citation:

Protosenya A. G., Iovlev G. А. Prediction of spatial stress–strain behavior of physically nonlinear soil mass in tunnel face area. MIAB. Mining Inf. Anal. Bull. 2020;(5):128-139. [In Russ]. DOI: 10.25018/0236-1493-2020-5-0-128-139.

Acknowledgements:
Issue number: 5
Year: 2020
Page number: 128-139
ISBN: 0236-1493
UDK: 0236-1493
DOI: 10.25018/0236-1493-2020-5-0-128-139
Article receipt date: 04.02.2020
Date of review receipt: 18.03.2020
Date of the editorial board′s decision on the article′s publishing: 20.04.2020
About authors:

A.G. Protosenya1, Dr. Sci. (Eng.), Professor, Head of Chair, e-mail: kaf-sgp@mail,
G.А. Iovlev1, Graduate Student, e-mail: gregoriiovlev@gmail.com,
1 Saint-Petersburg Mining University, 199106, Saint-Petersburg, Russia.

For contacts:

G.А. Iovlev, e-mail: gregoriiovlev@gmail.com.

Bibliography:

1. Protosenya A. G., Ogorodnikov Yu. N., Demenkov P.A., Karasev M. A., Lebedev M. O., Potemkin D. A., Kozin E. G. Mekhanika podzemnykh sooruzheniy. Prostranstvennye modeli i monitoring. Pod red. L. K. Gorshkova [The mechanics of underground structures. Spatial models and monitoring. Gorshkov L. K. (Ed.)], Saint-Petersburg, MNEB, 2011, 355 p.

2. Alekseev A. V., Verbilo P. E. Numerical modeling of stability of the forehead of the face in the area of heterogeneity with undrained array model. Izvestiya Ural'skogo gosudarstvennogo gornogo universiteta. 2019, no 1(53), pp. 80—87. [In Russ]. DOI: 10.21440/2307-2091-20191-80-87.

3. Sitarenios P., Litsas D., Kavvadas M. The interplay of face support pressure and soil permeability on face stability in EPB tunneling. World Tunnel Congress (WTC), San Fransisco, CA, USA, 2016, pp. 1—10.

4. Kirsch A. Experimental and numerical investigation of the face stability of shallow tunnels in sand. ITA-AITES World Tunnel Congress, Budapest, 2009, pp. 1—8.

5. Peila D.A. A theoretical study of reinforcement influence on the stability of a tunnel face. Geotechical and Geological Engineering, 1994, Vol. 12, No 3, pp. 145—168. DOI: 10.1007/ BF00426984.

6. Belyakov N.A., Protosenya A. G. Determination of strength-stress state of the soft soils in the head part of tunnel with uses shield pressure. Journal of Mining Institute. 2011. Vol. 190, pp. 149—157. [In Russ].

7. Lebedev M. O., Karasev M. A., Belyakov N. A. The influence of the front of the tunnel face support on the development of geomechanical processes at rock massif. Izvestiya vysshikh uchebnykh zavedeniy. Gornyy zhurnal. 2016, no 3, pp. 4—32. [In Russ].

8. Maslak V.A. Experience in providing the stability of tunnel face and roof during its drivage in Proterozoic clays. Zapiski Gornogo instituta. 2009. Vol. 183, pp. 297—299. [In Russ].

9. Ukritchon B., Yingchaloenkitkhajorn K., Keawsawasvong S. Three-dimensional undrained tunnel face stability in clay with a linearly increasing shear strength with depth. Computers and Geotechnics, 2017, Vol. 88, pp. 146–151. DOI: 10.1016/j.compgeo.2017.03.013.

10. Oreste P. Evaluation of the tunnel face stability through a ground stress analysis with a hemispherical geometry approximation. American Journal of Applied Sciences. 2014. Vol. 12, No 11, pp. 1995—2003. DOI: 10.3844/ajassp.2014.1995.2003.

11. Benz T. Small-strain stiffness of soils and its numerical consequences. PhD thesis, Stuttgart, 2007, 193 p.

12. Alekseev A. V., Iovlev G. А. Adjustment of hardening soil model to engineering geological conditions of Saint-Petersburg. MIAB. Mining Inf. Anal. Bull. 2019;(4):75-87. [In Russ]. DOI: 10.25018/0236-1493-2019-04-0-75-87.

13. Brinkgreve R. B. J., Engin E., Swolfs W. M. Plaxis 2D manual. Rotterdam, Netherlands, Balkema, 2017, 816 p.

14. Anagnostou G., Schuerch R. Tunnel face stability and tunneling induced settlements under transient conditions. Technical report, Zurich, 2016. 182 p.

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