Evolution of mechanical properties of shield tunnels induced by water-soil gushing

Abstract Water-soil gushing in shield tunnels has been a major threat to the safety of tunnel structures. However, traditional numerical methods cannot reasonably simulate large soil deformation around the tunnel caused by the water-soil gushing. Therefore, it is difficult to reveal the evolution of...

Full description

Saved in:
Bibliographic Details
Published inIOP conference series. Earth and environmental science Vol. 1334; no. 1; pp. 12013 - 12021
Main Authors Xie, X C, Zhang, D M, Zhou, M L
Format Journal Article
LanguageEnglish
Published Bristol IOP Publishing 01.05.2024
Subjects
Bending moments
Deformation
Earth pressure
Evolution
Gushing
Internal forces
Leakage
Mathematical models
Mechanical properties
Numerical analysis
Numerical methods
Shear forces
Soil analysis
Soil investigations
Soil mechanics
Soil properties
Soil structure
Soil water
Soils
Tunnel linings
Tunneling shields
Tunnels
Two phase materials
Online AccessGet full text

Cover

More Information
Summary:Abstract Water-soil gushing in shield tunnels has been a major threat to the safety of tunnel structures. However, traditional numerical methods cannot reasonably simulate large soil deformation around the tunnel caused by the water-soil gushing. Therefore, it is difficult to reveal the evolution of the internal force and deformation of tunnel structures. In this paper, based on the two-phase Material Point Method, the numerical analysis method for the water-soil gushing was established to investigate the development of water-soil pressure acting on the tunnel surface, and then the evolution of the tunnel mechanical behaviours in the process of tunnel gushing was further studied. The results indicate that during the “rapid gushing stage”, the tunnel surface pressures around the leakage point decrease sharply, whereas those on the tunnel invert increase significantly. This gives rise to a significant increase in the shear force and bending moment of the tunnel lining, with increase rates of 114% and 82%, respectively. In addition, the axial and angular deformation of Joint No.2 near the leakage point increased significantly, which may lead to serious longitudinal joint dislocation or even concrete crushing. Thus, close attention to the joint deformation is required.
ISSN:1755-1307
1755-1315
DOI:10.1088/1755-1315/1334/1/012013