Ground reaction analyses in conventional tunnelling excavation

Guan, Zhongguo; Jiang, Yujing; Tanabasi, Yoshihiko

doi:10.1016/j.tust.2006.06.004

Cited by 76 publications

(33 citation statements)

References 11 publications

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“…The New Austrian Tunneling Method (NATM) has innovated the concept of conventional tunnelling from resisting the passive earth pressure to helping the ground support itself, and has been widely used in mountain tunnel excavation (Carranza-Torres and Fairhurst, 1999;Oreste, 2003;Guan et al, 2006). However, this method should be considered circumspectly when applied to the soft rock, which exhibits strain softening behaviors and time-dependent features.…”

Section: Introductionmentioning

confidence: 99%

A new rheological model and its application in mountain tunnelling

Guan

Jiang

Tanabashi

et al. 2008

Tunnelling and Underground Space Technology

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Abstract:The time-dependent features of soft rock, named rheology generally, should be taken into account in the long-term design and maintenance of mountain tunnels. Based on the classic Burger-MC rheological model, aBurger-Deterioration rheological model is proposed in this paper and is implemented in the numerical codes FLAC 3D .A deterioration threshold and two deterioration ratios are introduced in this model to consider the time-dependent strength deterioration aspect of the rock mass. The proposed model is applied to an engineering instance (Ureshino Tunnel Line I, Nagasaki, Japan) to account for the delayed deformations that occurred after its completion since Nov.1992. The delayed crown settlement and invert upheaval computed from simulations are featured by an exponential characteristic and a stair-typed characteristic, respectively, which agree well with the in-site monitoring data qualitatively. In addition, the realistic rheological parameters involved in the proposed model can be back-analyzed from the in-site monitoring data.

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Section: Introductionmentioning

confidence: 99%

A new rheological model and its application in mountain tunnelling

Guan

Jiang

Tanabashi

et al. 2008

Tunnelling and Underground Space Technology

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“…According to (29), the radial displacement on the interface between the strain-softening zone and the damage zone can also be obtained easily:…”

Section: Stresses and Displacement In The Strain-softeningmentioning

confidence: 99%

A New Unified Solution for Circular Tunnel Based on a Four‐Stage Constitutive Model considering the Intermediate Principal Stress

Chen

Mao

Chen

et al. 2018

Advances in Civil Engineering

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Based on the triaxial test, the elasto-perfectly plastic strain-softening damage model (EPSDM) is proposed as a new four-stage constitutive model. Compared with traditional models, such as the elasto-brittle-plastic model (EBM), elasto-strain-softening model (ESM), elasto-perfectly plastic model (EPM), and elasto-peak plastic-brittle plastic model (EPBM), this model incorporates both the plastic bearing capacity and strain-softening characteristics of rock mass. Moreover, a new closed-form solution of the circular tunnel is presented for the stress and displacement distribution, and a plastic shear strain increment is introduced to define the critical condition where the strain-softening zone begins to occur. e new analysis solution obtained in this paper is a series of results rather than one specific solution; hence, it is suitable for a wide range of rock masses and engineering structures. e numerical simulation has been used to verify the correctness of the EPSDM. e parametric studies are also conducted to investigate the effects of supporting resistance, residual cohesion, dilation angle, strain-softening coefficient, plastic shear strain increment, and yield parameter on the result. It is shown that when the supporting resistance is fully released, both the post-peak failure radii and surface displacement could be summarized as EBM > EPBM > ESM > EPSDM > EPM; the dilation angle in the damage zone had the highest influence on the surface displacement, whereas the dilation angle in the perfectly plastic zone had the lowest influence; the strainsoftening coefficient had the most significant effect on the damage zone radii; the EPSDM is recommended as the optimum model for support design and stability evaluation of the circular tunnel excavated in the perfectly plastic strain-softening rock mass.

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“…1). The elastic and plastic zones around the tunnel are considered to be continuous and it is assumed that there is continuity between the elastic and plastic stresses for the interface between them (at the interface the elastic and plastic stresses are equal) (Guan et al, 2007). It should be noted that in this paper, the concept of axial stress P z is the same as that given in reference (Zhong Lu et al, 2010).…”

Section: Elastic and Plastic Zones Around A Circular Tunnelmentioning

confidence: 99%

“…Park and Kim predicted the displacement around a circular opening in an elastic-brittle-plastic rock mass implementing an unassociated flow rule and validated the model with the data of the soft and hard rocks (Park & Kim, 2006). Guan et al, based on M-C failure criterion, investigated the influence of considering or not considering the unloading processing of ground on the stress distribution around tunnels (Guan et al, 2007). Wang et al analyzed a circular tunnel in a strain softening rock mass using a numerical approach for both of M-C and H-B criteria (Wang et al, 2009).…”

Section: Introductionmentioning

confidence: 99%

Rock Failure Analysis of the Broken Zone Around a Circular Opening / Analiza pęknięcia skały w strefie naruszonej wokół otworu kolistego

Lazemi¹,

Marji²,

Bafghi³

et al. 2013

Archives of Mining Sciences

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In this paper, considering the non-linear Hoek-Brown failure criterion, a new theoretical model is presented to predict the stress components and estimate the plastic zone radius around a circular tunnel. The tunnel is excavated in an elasto-plastic rock mass subjected to plane hydrostatic and axial in situ stresses. Effects of the axial in situ stress on the plastic zone radius and stress components are studied. Based on the combination of plane hydrostatic and axial in situ stresses with the equilibrium equation and a suitable failure criterion (Hoek & Brown failure criterion), several cases are considered. For each case, the stress components, the plastic zone radius and the necessary conditions for its occurrence are determined. The results obtained by the present method are compared with those using Mohr-Coulomb criterion and with the experimental data, illustrating the validity of the present model in predicting the failure zone radius.Keywords: Analytical solution, Hoek-Brown criterion, Plastic zone radius, axial in situ stress W artykule zaprezentowano opracowany w oparciu o nieliniowy warunek wytrzymałości HoekaBrowna nowy model teoretyczny przeznaczony do prognozowania składowych naprężeń i estymowania promienia strefy plastycznej wokół tunelu o przekroju kołowym. Tunel wydrążony został w sprężysto--plastycznej skale pozostającej pod wpływem płaskich stanów naprężenia (naprężeń hydrostatycznych) oraz naprężeń osiowych zarejestrowanych in situ. Przeanalizowano skutki oddziaływania naprężeń osiowych in situ na promień strefy plastycznej oraz na składowe naprężenia. Zakładając połączenie płaskich stanów naprężenia, naprężeń osiowych działających in situ z warunkiem równowagi i odpowiednim warunkiem wytrzymałości (warunek wytrzymałości Hoeka-Browna), przeanalizowano kilka wyodręb-nionych przypadków. Dla każdego z rozważanych przypadków określono składowe naprężenia, promień

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Ground reaction analyses in conventional tunnelling excavation

Cited by 76 publications

References 11 publications

A new rheological model and its application in mountain tunnelling

A new rheological model and its application in mountain tunnelling

A New Unified Solution for Circular Tunnel Based on a Four‐Stage Constitutive Model considering the Intermediate Principal Stress

Rock Failure Analysis of the Broken Zone Around a Circular Opening / Analiza pęknięcia skały w strefie naruszonej wokół otworu kolistego

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