Experimental and Numerical Modeling of Tunneling-Induced Ground Settlement in Clayey Soil

Sadique, Md. Rehan; Ali, Amjad; Zaid, Mohammad; Alam, Mohammad Saad

doi:10.1007/978-981-33-6969-6_3

Cited by 3 publications

(2 citation statements)

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“…Due to the complexity of tunnel construction, a problem that has been widely studied around the world is the squeezing phenomenon, which can be analyzed using empirical and numerical solutions (Hanumanthappa and Maji 2017;Zhiming et al, 2019). Other particular challenges are the effect of the superstructure on the stability of underground tunnels (Naqvi et al, 2021), the failure behavior of horseshoe-shaped tunnels in hard rock under high stress while aiming to determine the fracture around a tunnel based on numerical simulations (Hao and Zhao, 2022), the deformations taking place during ground settlement in clay soil (Sadique et al, 2021), and the effect of blast loading (Zaid and Rehan Sadique, 2021;Zaid et al, 2022) among others.…”

Section: Introductionmentioning

confidence: 99%

Evaluation of Tunnel Elastic and Elasto-Plastic Deformations with Approximations Obtained from 3D-FEM Simulations

Equihua-Anguiano,

Álvarez-Cornejo,

Concha-Sánchez

2023

Ing. Inv.

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Nowadays, there are computer tools designed to simulate engineering problems. Numerical simulations in three dimensions (3D) are the closest to reality, but they require a significant amount of time and experience. In this paper, the aim is to present formulae and graphs obtained from numerical simulations using the finite element method (FEM). Their application decreases the time required to obtain deformations in the periphery of different tunnel sections and further serves to evaluate them for different excavation lengths in the face of unexpected geotechnical changes during drilling. Using the RS2 and RS3 software, 3D analyses were carried out according to the Mohr-Coulomb (MC) model, considering elastic and elasto-plastic perfect behaviors as well as isotropic and anisotropic conditions. The graphs presented herein allow obtaining displacements from an axisymmetric model to infer the 3D displacements horseshoe tunnels, and the polynomial expressions aid in determining the displacements of an established excavation length. Finally, comparisons between the displacements reported by other authors and those obtained with the polynomial expressions are presented as a means of validation for this research.

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Section: Introductionmentioning

confidence: 99%

Evaluation of Tunnel Elastic and Elasto-Plastic Deformations with Approximations Obtained from 3D-FEM Simulations

Equihua-Anguiano,

Álvarez-Cornejo,

Concha-Sánchez

2023

Ing. Inv.

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“…The stability and equilibrium of these structures need to be studied for extreme loading events such as seismic loading, blast, and impact loading. Therefore, a number of researchers have studied the behavior of tunnels under varying types of loading conditions [13][14][15][16][17]. However, there are few studies that depict the performance of underground tunnels constructed in rock when subjected to impact load.…”

Section: Introductionmentioning

confidence: 99%

Behavior of Sedimentary Rock Tunnel against Rigid Projectile Impact

et al. 2022

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The tunnels in present-day cities are experiencing varying degrees of loading conditions ranging from static to extreme loading. Therefore, the stability of underground tunnels needs to be analyzed and understood for safer and strengthened design. The present study was conducted to simulate the impact loading conditions due to a missile traveling at a velocity of 5 Mach for different rock tunnels. The nonlinear continuum finite element analysis has been carried out through Abaqus and Explicit. The four different types of sandstones considered in the present study include Kota, Jamrani, Singrauli, and Jhingurda sandstones. An elastoplastic Mohr–Coulomb constitutive material model has been considered to model the behavior of rock surrounding the tunnel opening. The tunnel has an opening of 7 m in diameter (d), and 50 m in height and breadth, with 50 m of longitudinal length. The deformation and stress in the rock and the damage to the concrete lining have been compared in different cases. The Concrete–Damage–Plasticity (CDP) model and the Johnson–Cook model were considered for modelling of the RC lining and steel reinforcement. It was concluded that Jhingurda sandstone has maximum deformations due to impacts caused by missiles.

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