Upper bound analysis of tunnel face stability in layered soils

Tang, Xiaowu; Liu, Wei; Albers, Bettina; Savidis, Stavros A.

doi:10.1007/s11440-013-0256-1

Cited by 72 publications

(50 citation statements)

References 8 publications

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“…Furthermore, the injection of foam and bentonite into the chamber can decrease the difference. In light of the small difference in support pressure, regardless of the support pressure fluctuation, uniform support pressure was commonly assumed in previous research (Leca and Dormieux, 1990;Anagnostou and Kovári, 1996;Soubra, 2000;Lee and Nam, 2001;Lee et al, 2003;Lv et al, 2014;Tang et al, 2014;Ibrahim et al, 2015;Senent and Jimenez, 2015). The assumption is also used here, considering common sized tunnel engineering described in Section 2.…”

Section: Modelmentioning

confidence: 99%

“…These results have been verified by Chambon and Corté (1994) using centrifuge experiments. For multilayered soils, an improved 3D kinematically admissible mechanism was proposed by Tang et al (2014). This upper bound solution additionally considers influences of covering and crossed layers.…”

Section: Upper Bound Solutionmentioning

confidence: 99%

“…The multi-block mechanism modeling for the slip surface in the collapses was introduced into upper bound analysis (Soubra 2000;Mollon et al, 2010). To study this problem in layered soils, Tang et al (2014) modified the kinematically admissible mechanism of Leca and Dormiuex (1990) for layered soils and investigated the influence of different soil layers on tunnel face stability. Senent and Jimenez (2015) improved the mechanism of Mollon et al (2010) to investigate the possibility of partial collapse in layered soils.…”

Section: Introductionmentioning

confidence: 99%

“…To investigate this case, the 3D conical mechanism model for the layered soils (Tang et al, 2014) is applied to upper bound analysis; furthermore, both the seepage forces on the tunnel face and those within the unstable soil are considered. The influence of seepage on face stability is studied, and the applicability of the improved solution is compared with that of other solutions.…”

Section: Introductionmentioning

confidence: 99%

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Upper bound analysis for estimation of the influence of seepage on tunnel face stability in layered soils

Liu

Albers

Zhao

et al. 2016

J. Zhejiang Univ. Sci. A

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Abstract:Tunnel face stability is important for safe tunneling and the protection of the surrounding environment. Upper bound analysis is a widely applied method to investigate tunnel face stability. In this paper, a tunnel face collapse of Guangzhou metro line 3 is presented. Accordingly, seepage is considered in the upper bound solutions for face stability in layered soils. Steady-state seepage is reached in the first 1200 s of each drilling step. In the crossed layer, the seepage flow is horizontal toward the tunnel face, whereas in the cover layer, the seepage vertically percolates into the crossed layer. By considering the seepage forces on the tunnel face and on the soil particles, the upper bound solution for the support pressure needed for face stability in layered soil with seepage is obtained. Under saturated conditions, the support pressure is influenced by the variation of the depth ratio due to the seepage effect. Moreover, the support pressure depends linearly on the groundwater level. This study provides estimations of the support pressure for face stability in tunnel design.

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Section: Modelmentioning

confidence: 99%

Section: Upper Bound Solutionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Upper bound analysis for estimation of the influence of seepage on tunnel face stability in layered soils

Liu

Albers

Zhao

et al. 2016

J. Zhejiang Univ. Sci. A

Self Cite

View full text Add to dashboard Cite

show abstract

“…As we know, ensuring tunnel face stability is directly related to the safe as successful construction of a tunnel (Kim & Tonon, 2010;Tang, Liu, Albers, & Savidis, 2014;Soranzo, Tamagnini, & Wu, 2015). The minimum support pressure to avoid face instability in cold regions is affected by various factors, such as ground temperature, cohesion, friction angle and permeability of frozen ground, the type of shield machine, advance rate, unit weight of slurry and conditioned soil, jacking tunnel diameter, cover thickness and so on.…”

Section: Introductionmentioning

confidence: 99%

Numerical Analysis of Face Stability of Slurry Pipe Jacking Tunnel in Frozen Ground

Wen¹,

Shimada²,

Sasaoka³

et al. 2017

ESR

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In this paper, a series of parametric three-dimension numerical simulations were carried out to estimate the face stability and to calculate the minimum allowable slurry pressure of pipe jacking tunnel in frozen ground for the first time. In total, 5120 of simulation schemes were done with different ground temperature, diameter and cover thickness of tunnel, cohesion and friction angle of frozen soil. In order to figure out the optimal grouting pressure, 4 groups of additional simulations are computed with the uniform face support pressure of 0.5, 1.0, 1.5 and 2.0 times of horizontal stress, σ H , at tunnel axis. The qualitative analysis of heading face deformation mechanism and quantitative analysis between deformation profiles and influential factors were implemented to comprehend the heading face deformation characteristics when conducting pipe jacking tunnel in frozen ground. The results show that ground temperature plays a dominant role to control the face deformation of jacking tunnel in frozen ground. And, factors of tunnel diameter and cover thickness have relatively greater influence on the deformation regulation than that of shearing parameters of frozen soil, cohesion and friction angle. Finally, the minimum allowable slurry pressure for each simulation schemes are obtained, which may be used in construction the pipe jacking tunnel in frozen ground.

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Review of tunnels and tunnelling under unfavourable geological conditions

Zhang,

Tang,

Yang

et al. 2024

Geological Journal

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Considering the rapid expansion of the economy and the increasing demand for infrastructure development, the scale of the tunnelling is expanding, and tunnel is inevitably excavated under unfavourable geological conditions. Consequently, this brings multitude of risks and challenges to tunnels and tunnelling. This paper summarizes the engineering issues associated with five unfavourable geological conditions: soft soil strata, soft and hard composite strata, spatially variable strata, karst strata and subsea conditions. Various analysis methods for deformation problem of tunnel and tunnelling under these unfavourable geological conditions are discussed. The mechanisms of the progressive failure of tunnel faces and collapses of caves in karst tunnels are also presented, as well as the risk assessments and prevention strategies for karst tunnel and water inrush occurrences of subsea tunnel. Furthermore, the analysis of the response of subsea tunnels to dynamic loads such as wave forces and earthquakes is summarized. Additionally, the analysis and prevention techniques for constructing subsea tunnels in fault zones are also considered. Finally, this paper offers a glimpse into potential research directions for future analysis relevant to the topic discussed, aiming to provide guidance for secure construction and maintenance tunnels under unfavourable geological conditions.

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Upper bound analysis of tunnel face stability in layered soils

Cited by 72 publications

References 8 publications

Upper bound analysis for estimation of the influence of seepage on tunnel face stability in layered soils

Upper bound analysis for estimation of the influence of seepage on tunnel face stability in layered soils

Numerical Analysis of Face Stability of Slurry Pipe Jacking Tunnel in Frozen Ground

Review of tunnels and tunnelling under unfavourable geological conditions

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