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Case Study on Tunnel Settlement Calculations during Construction Considering Shield Disturbance

  • Tunnel Engineering
  • Published:
KSCE Journal of Civil Engineering Aims and scope

Abstract

Shield construction in structural soft soils inevitably disturbs the soil around the tunnel leading to tunnel settlement instead of tunnel uplift due to soil unloading rebound during construction. In this paper, tunnel settlement prediction in structural soft soils during construction has been studied by adopting Oujiang Beikou shield tunnel as an example. Firstly, disturbance degree calculation method based on effective stress was introduced and the disturbance degree due to shield construction was numerically simulated. Secondly, combined with one-dimensional consolidation test results, a “two-fold line” settlement calculation model was developed for disturbed soil. Finally, tunnel settlement during construction was predicted through one-way compression layer-summation method and compared with experimentally measured results. Research results demonstrated that the developed method was suitable for the prediction of shield tunnel settlement in structural soft soils.

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Abbreviations

A :

Cross-sectional area of the segment, m2

B s :

Width of loose soil, m

c :

Cohesion, kPa

C c,d :

Compression index of disturbed soil

C c,o :

Compression index of undisturbed soil

\(\overline {{C_{{\rm{c,o}}}}} \) :

Average compression index of undisturbed soil

C ref :

Shield contraction ratio, taking 0.5%

C s :

Rebound index of undisturbed soil

\(\overline {{C_{\rm{s}}}} \) :

Average rebound index of undisturbed soil

D :

Tunnel outer diameter, m

d eq :

Thickness of plate and solid elements, mm

E :

Elastic modulus, MPa

e 0 :

Initial void ratio

E l :

Elastic modulus of slurry shield machine and concrete lining, kPa

\(E_i^\prime\) :

Compression/rebound modulus of the ith soil layer, MPa

e 0i :

Initial void ratio of the ith soil layer in one-way compression layer-summation

\({e_{{p_{\rm{c}}}}}\) :

Void ratio under structural yield stress pc of undisturbed soil

\({e_{p_c^\prime }}\) :

Void ratio under structural yield stress \(p_{\rm{c}}^\prime\) of disturbed soil

\(E_{50}^{{\rm{ref}}}\) :

Reference secant stiffness of trial axial compression stress paths, MPa

\(E_{{\rm{oed}}}^{{\rm{ref}}}\) :

Reference stiffness from 1D compression tests, MPa

\(E_{{\rm{ur}}}^{{\rm{ref}}}\) :

Reference stiffness for unloading/reloading stiffness, MPa

E s1-2 :

Compression modulus of soil, MPa

F v :

Pressure on soil, kPa

G :

Shear modulus, kPa

H:

Elevation, m

H :

Soil covering thickness of the tunnel, m

H i :

Thickness of the ith soil layer in layer-summation method, m

K :

At-rest earth pressure coefficient

K i :

At-rest earth pressure coefficient of the ith soil layer

k x,y :

Horizontal permeability coefficient of soil, m/d

k z :

Vertical permeability coefficient of soil, m/d

m:

Power that controls the stress dependency of stiffness

N :

Total thrust force of shield, kN

P :

Pre-compression, kPa

P N :

Jack propulsion force, kPa

p ref :

Reference stress (confining pressure), kPa

p l :

Effective stress of dead weight before tunnel excavation, kPa

\(p_{1}^\prime\) :

Effective stress of dead weight after tunnel excavation, i.e., minimum effective stress, kPa

p c :

Structural yield stress of undisturbed soil, kPa

\(p_{\rm{c}}^\prime\) :

Structural yield stress of disturbed soil, kPa

\(\overline {{p_c}} \) :

Average structural yield stress of undisturbed soil, kPa

\(p_1^\prime + \Delta{p}\) :

Vertical effective stress after the completion of shield main structure, kPa

p M :

Intersection line of each compression curve corresponds to 0.42e0, kPa

R :

The radius of slurry shield machine, i.e., the radius of tunnel excavation, m

R f :

Failure ratio

R inter :

Strength factor of interface element, taking 0.7

S c :

Total settlement, mm

SD :

Disturbance degree of soil

S SD :

Tunnel settlement, mm

t :

Time, d

w :

Natural water content

Yl :

Distance from launching shaft, m

Δe :

Variation of void ratio

Δe i :

Variation of void ratio in the ith soil layer in one-way compression layer-summation

ΔP i :

Effective stress change of the ith soil layer, kPa

Φ:

Diameter of slurry shield machine, m

γ :

Natural bulk density, kN/m3

γ e :

Equivalent bulk density of slurry shield machine and concrete lining, kN/m3

γ i :

Natural bulk density of the ith soil layer, kN/m3

η :

Stiffness reduction ratio, taking 0.7

φ:

Internal friction angle of soil, °

v :

Poisson’s ratio

\(\sigma_0^\prime\) :

Effective stress of in situ soil, kPa

\(\sigma_d^\prime\) :

Effective stress of soil under the influence of shield tunneling, kPa

σmin :

Grouting pressure, kPa

σx :

Support pressure, kPa

ψ:

Dilatancy angle, °

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Authors and Affiliations

  1. College of Civil Engineering and Architecture, Wenzhou University, Wenzhou, 325035, China

    Fuxue Sun, Zhouzhou Jin & Zheng Yu

  2. Key Laboratory of Engineering and Technology for Soft Soil Foundation and Tideland Reclamation of Zhejiang Province, Wenzhou, 325035, China

    Fuxue Sun, Zhouzhou Jin & Zheng Yu

  3. Zhejiang Engineering Research Center of Disaster Prevention and Mitigation for Coastal Soft Soil Foundation, Wenzhou, 325035, China

    Fuxue Sun, Zhouzhou Jin & Zheng Yu

  4. Wenzhou Railway and Rail Transit Investment Group Co., Ltd., Wenzhou, 325000, China

    Chaoliang Wang & Changfei Gou

  5. Shanghai Tunnel Engineering Co., Ltd., Shanghai, 200000, China

    Xiaochun Li

  6. Nanjing Forestry University College of Civil Engineering, Nanjing, 210000, China

    Cheng Liu

Authors
  1. Fuxue Sun
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  2. Zhouzhou Jin
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  3. Chaoliang Wang
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  4. Changfei Gou
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  5. Xiaochun Li
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  6. Cheng Liu
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  7. Zheng Yu
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Corresponding author

Correspondence to Zheng Yu.

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Cite this article

Sun, F., Jin, Z., Wang, C. et al. Case Study on Tunnel Settlement Calculations during Construction Considering Shield Disturbance. KSCE J Civ Eng 27, 2202–2216 (2023). https://doi.org/10.1007/s12205-023-0925-z

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  • DOI: https://doi.org/10.1007/s12205-023-0925-z

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