Journal of the Korean Geosynthetics Society (한국지반신소재학회논문집)

Korean Geosynthetics Society (한국지반신소재학회)
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Mechanical Mechanism of Main Tunnels and Cross Passage Construction - A 3D Numerical Investigation

  • Yoo, Chungsik (School of Civil and Environmental Engineering, Sungkyunkwan Univ. Natural Sciences Campus) ;
  • Shuaishuai, Cui (School of Civil Engineering, Shandong University Qianfoshan Campus) ;
  • Ke, Wu (School of Civil Engineering, Shandong University Qianfoshan Campus) ;
  • Qianjn, Zhang (School of Civil Engineering, Shandong University Qianfoshan Campus) ;
  • Zheng, Zhang (School of Civil Engineering, Shandong University Qianfoshan Campus) ;
  • Jiahui, Zhao (School of Civil Engineering, Shandong University Qianfoshan Campus)
  • Received : 2019.01.15
  • Accepted : 2019.03.11
  • Published : 2019.03.30
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Abstract

This paper presents the results of a three-dimensional numerical investigation into the mechanical mechanism of main tunnels and cross passage construction. Aimed at the complex space structure composed of two main tunnels and cross passage, 3D numerical model of the structure and surrounding rock was built to analyze the influence. Comparative analysis of different buried depths were carried out. The results of the study indicate that the stress concentration was occurred in the intersecting linings, especially in the opening side lining, which leads to an unfavorable form of force that is pulled up by the upper and lower sections in the intersecting linings due to the construction of the cross passage. The excavation of the cross passage also destroys the stability of the original soil layer and causes settlement of the surface and main tunnels. Practical implications of the findings are discussed.

Keywords

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Fig. 2. Initial displacement and stress

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Fig. 3. Surface settlement after main tunnels excavation

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Fig. 4. Surface settlement under different excavation steps

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Fig. 5. Crown settlement under different excavation steps

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Fig. 6. Contour of stratum settlement

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Fig. 7. Surface settlement curve after cross passage excavation

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Fig. 8. Maximum settlement in the crown of main tunnels

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Fig. 9. Contour of vertical stress after main tunnels excavation

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Fig. 10. Stress contour of main tunnels (Pa)

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Fig. 11. Displacement contour under different depth after main tunnels excavation

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Fig. 12. Variations of deformation under different depth after main tunnels excavation

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Fig. 13. Variations of stress under different depth after main tunnels excavation

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Fig. 14. Variations of deformation under different depth after cross passage excavation

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Fig. 15. Variations of intersection stress under different depth after cross passage excavation

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Fig. 16. Displacement contour under different spacing after main tunnels excavation

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Fig. 17. Variations of settlement under different spacing after main tunnels excavation

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Fig. 18. Stress variations of main tunnel lining under different spacing after main tunnels excavation

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Fig. 19. Settlement after cross passage excavation under different spacing after cross passage excavation

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Fig. 20. Variations of settlement under different spacing after cross passage excavation6

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Fig. 21. Stress variations of main tunnel lining under different spacing after cross passage excavation

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Fig. 22. Stress variations of cross passage lining under different spacing after cross passage excavation

Fig. 1. Numerical calculation model

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Table 1. Material parameter value

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Table 2. Bulk modulus and shear modulus value

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Table 3. Model of different depths

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Table 4. Model of different spacings

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Table 5. Maximum principal stress of the main tunnels lining (MPa)

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Table 6. Minimum principal stress of the main tunnels lining (MPa)

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Table 7. Octahedral shear stress of the main tunnels lining (MPa)

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