Journal of Shandong University(Engineering Science) ›› 2022, Vol. 52 ›› Issue (4): 210-213.doi: 10.6040/j.issn.1672-3961.0.2021.259

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Mechanical characteristics of TBM tunnel segment in composite stratum

Weiqin ZHENG1(),Jie XU1,Jie SUN2,Ke WU2   

  1. 1. The 7th Institute of Geology & Mineral Exploration of Shandong Province, Linyi 276000, Shandong, China
    2. School of Civil Engineering, Shandong University, Jinan 250061, Shandong, China
  • Received:2021-05-24 Online:2022-08-20 Published:2022-08-24

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Abstract:

Based on the redistribution of soil stress around the excavated tunnel due to the large buried depth of the tunnel during the construction of the composite stratum by the full section hard rock tunnel boring machine (TBM), considering that the surrounding rocks would produce the force of squeezing into the tunnel, segment damage might occur in the tunnel construction. The large-scale finite element numerical software ANSYS and finite difference software FLAC3D were used to simulate the underpass formation. The stress and strain of tunnel construction segments were comprehensively analyzed, and reasonable monitoring methods and protection measures were put forward. The main conclusions were as follows, when only considering the influence of stratum stress redistribution on lining segments after double tunnel construction, it was suggested that double tunnels should be constructed at the same time, and the displacement of segments was less affected by the direction of tunnel construction; In the construction process, the two adjacent sides of the double tunnel segment would have large horizontal displacement. If necessary, the inner side of the segment should be monitored and reinforced.

Key words: subway tunnel, segment deformation, mechanical characteristics, numerical simulation, impact analysis, TBM

CLC Number: 

  • U455.4

Fig.1

Numerical calculation model"

Table 1

Parameters of stratum and building materials"

地层 密度/(kg·m-3) 弹性模量/MPa 泊松比 黏聚力/kPa 内摩擦角/(°)
素填土 1800 3 0.20 10 20.0
粉质黏土 2200 60 0.25 26 30.0
强风化花岗岩 2630 36 000 0.25 300 00 48.0
中风化花岗岩 2680 47 000 0.25 350 00 52.0
微风化花岗岩 2750 58 000 0.25 400 00 55.0
C30混凝土 2400 30 000 0.20
C50混凝土 2500 34 500 0.20

Fig.2

Vertical settlement map of monitoring point"

Fig.3

Vertical settlement map of monitoring point"

Fig.4

Segment stress diagram"

Fig.5

Ground displacement diagram of bridge centerline"

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