Journal of Shandong University(Engineering Science) ›› 2021, Vol. 51 ›› Issue (3): 45-51.doi: 10.6040/j.issn.1672-3961.0.2020.525

• Civil Engineering • Previous Articles     Next Articles

Study on full face hard rock tunnel boring machine through the overpass in composite stratum

Chunguo WANG()   

  1. Tunnel Engineering Co., Ltd., China Railway 14 Bureau Group, Jinan 250003, Shandong, China
  • Received:2020-12-15 Online:2021-06-20 Published:2021-06-24

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Abstract:

By using the numerical calculation method, the double tunnel underpass overpass was established according to the actual engineering situation, the strain law of the tunnel underpass municipal bridge was comprehensively analyzed, the multi-point displacement of the bridge was monitored, and the weak point reinforcement measures of the tunnel orthogonal underpass bridge were proposed. The results showed that the influence of the two-way simultaneous excavation of the right tunnel was almost the same as that of the two-way simultaneous excavation of the right tunnel. The left tunnel was excavated first and then the right tunnel was excavated. The uplift part of the bridge deck would gradually subside with the excavation of the right tunnel. It could be seen that the left tunnel excavation first and then the right tunnel excavation had the largest impact on the bridge deck, which was easy to cause the uneven settlement of the bridge. The uneven settlement of bridge deck caused by tunnel excavation could temporarily support and reinforce the piers, and the circumferential soil around the piers could be replaced with concrete to reduce the settlement of the piers and bridge deck.

Key words: subway tunnel, full face hard rock tunnel boring machine, numerical simulation, underground engineering, tunnel excavation

CLC Number: 

  • TU45

Fig.1

Vertical section diagram of Underpass section"

Fig.2

Numerical calculation model of TBM through the overpass"

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 30 000 48.0
中风化花岗岩 2680 47 000 0.25 35 000 52.0
微风化花岗岩 2750 58 000 0.25 40 000 55.0
C30混凝土 2400 30 000 0.20
C50混凝土 2500 34 500 0.20

Fig.3

Variation diagram of vault settlement with construction steps"

Fig.4

Vertical settlement displacement diagram"

Fig.5

Vertical displacement nephogram of bridge deck"

Fig.6

Vertical displacement nephogram of bridge deck"

Fig.7

Displacement curve of characteristic monitoring point"

Fig.8

Displacement of tunnel lining structure"

Fig.9

Nephogram of maximum shear stress of bridge structure"

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