Journal of Shandong University(Engineering Science) ›› 2023, Vol. 53 ›› Issue (3): 1-13.doi: 10.6040/j.issn.1672-3961.0.2022.354

• Special Topic on Stability Analysis and Reinforcement of Geotechnical Engineering •     Next Articles

Deformation failure and damage evolution of urban metro tunnels under active faults

Wenbin XIAO1(),Yinbiao XIE2,*(),Yang ZHENG1,Ke WU1,Rong CHEN3,Qiulei LI1,Ruizhe CHENG1   

  1. 1. School of Civil Engineering, Shandong University, Jinan 250061, Shandong, China
    2. Linyi Architectural Design and Research Institute Co., Ltd., Linyi 276000, Shandong, China
    3. School of Civil Engineering and Architecture, Northeast Electric Power University, Jilin 132012, Jilin, China
  • Received:2022-10-24 Online:2023-06-20 Published:2023-07-07
  • Contact: Yinbiao XIE E-mail:202135057@mail.sdu.edu.cn;3174796@qq.com

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Abstract:

Based on a tunnel project across a fault, a refined three-dimensional numerical model of fault tunnel surrounding rock was established in this study. The grouting pressure, jacking force, grouting hardening and nonlinear behavior of materials in actual shield construction were considered in the models. Through a series of numerical models, the deformation mechanism, mechanical properties and damage evolution of shield tunnels crossing fault fracture zones with different widths, dip angles and included angle were analyzed. In numerical simulation, the control variable method was used to change the width, dip angle and included angle of the fault respectively to study the influence of a single variable. The results showed that the deformation and damage area of tunnel vault were positively correlated with the increase of fault width. With the increase of the fault width, the arch extrusion became more obvious. However, when the fault width increased to a certain limit, the lining arch would converge to the tunnel from the surrounding rock, and the stress in the arch would increase first and then decrease. With the increase of fault dip angle, the inward convergence of lining arch crown first increased and then decreased, and the initial damage location was related to the fault dip angle. The damage scope and extent of the tunnel decreased continuously with the increase of fault included angle. The circumferential stress concentration was obviously affected by the fault included angle. With the increase of fault tendency, the radar stress gradually changed from "X" to "cross-shaped". Therefore, the tunnel should cross the fault orthogonally as far as possible in the stage of tunnel location and pre-reinforcement measures should be taken in advance when crossing a wide fault to ensure the safety and stability of the tunnel.

Key words: active faults, shield tunnels, numerical analysis, damage evolution, mechanical properties

CLC Number: 

  • TU43

Fig.1

Geological section of the tunnel"

Fig.2

Core sampling"

Fig.3

Three dimensional numerical model"

Fig.4

Sliding friction contact surface"

Table 1

Rock parameters"

材料类型 密度/(kg·m-3) 弹性模量/MPa 泊松比 内摩擦角/(°) 黏聚力/kPa
断层破碎带 2 040 110 0.30 28 35
强风化花岗岩 2 296 300 0.28 36 150

Fig.5

Concrete uniaxial stress-strain relation diagram"

Table 2

Partial damage parameters of concrete"

应力/MPa 非弹性应变/% 受压损伤因子 应力/MPa 开裂应变/% 损伤/%
18.9 0 0 2.73 0 0
32.9 0.048 0.183 4 2.42 0.002 13.940
33.1 0.091 0.283 1 2.02 0.005 27.222
31.9 0.111 0.326 0 1.70 0.008 37.648
28.5 0.155 0.410 4 1.45 0.010 45.651
23.1 0.221 0.517 6 1.26 0.012 51.870
17.7 0.304 0.620 7 1.12 0.014 56.801
13.2 0.402 0.704 9 0.91 0.018 64.082
8.0 0.619 0.810 6 0.57 0.030 77.057
5.6 0.828 0.861 2 0.31 0.062 88.159

Table 3

Mechanical parameters of support measures"

材料类型 力学行为 密度/(kg·m-3) 弹性模量/MPa 泊松比 内摩擦角/(°) 黏聚力/kPa
盾构机 弹性 7 600 200 000 0.30
衬砌 弹性 2 500 24 150 0.20 16.5 25
注浆层(初始) 弹性 2 420 48 0.35
注浆层(硬化) 弹性 2 420 230 0.30

Table 4

The calculation condition of the numerical models"

断层倾角/(°) 断层宽度/m 断层倾向/(°) 断层倾角/(°) 断层宽度/m 断层倾向/(°)
90 3D 0 75 20 0
90 4D 0 90 20 0
90 5D 0 90 20 45
90 5.5D 0 90 20 60
90 7D 0 90 20 75
60 20 m 0 90 20 90

Fig.6

Settlement of tunnel vault and arch bottom"

Fig.7

Stress in the key ring of tunnels"

Fig.8

Overall tensile damage of tunnels"

Fig.9

Compression damage to tunnel linings"

Fig.10

Settlement of tunnel vault and arch bottom"

Fig.11

Stress in the key ring of tunnels"

Fig.12

Overall tensile damage of tunnels"

Fig.13

Settlement of tunnel vault and arch bottom"

Fig.14

Stress in the key ring of tunnels"

Fig.15

Tensile damage to tunnel linings"

Fig.16

Overall tensile damage of tunnels"

Table 5

Deformation characteristics of tunnels under various calculation conditions"

计算工况 拱顶最大沉降/mm 拱底最大沉降/mm 拱侧最大水平位移/mm
工况Ⅰ-1 (w=3D) 3.9 1.9 1.5
工况Ⅰ-2 (w=4D) 5.2 2.4 1.4
工况Ⅰ-3 (w=5D) 6.4 2.6 1.9
工况Ⅰ-4 (w=5.5D) 8.3 2.7 3.8
工况Ⅰ-5 (w=7D) 9.8 4.2 4.7
工况Ⅱ-1 (β=60°) 6.5 1.9 0.2
工况Ⅱ-2 (β=75°) 3.5 1.9 0.1
工况Ⅱ-2 (β=90°) 4.4 2.1 0.1
工况Ⅲ-1 (α=45°) 4.9 2.6 0.2
工况Ⅲ-2 (α=60°) 4.3 2.2 0.2
工况Ⅲ-3 (α=75°) 4.8 2.5 0.1
工况Ⅲ-3 (α=90°) 4.4 2.1 0.1
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