Ground Response of Circular Tunnel in Poorly Consolidated Rock

Wang, Yarlong

doi:10.1061/(asce)0733-9410(1996)122:9(703)

Cited by 114 publications

(43 citation statements)

References 8 publications

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“…The general form of the equation defining the flat field of displacements in the plastic are including the dilation parameter β of rock material are [16]: (25) Equation (24) is valid when β = K, which holds for the associated plasticity and indicates that the dilation angle ψ is equal to the angle of internal friction φ of the rock material. Assuming the angle of dilation ψ > 0 also indicates that the rock material in the zone of destruction increases its volume.…”

Section: Description Of the Problem And Test Methodsmentioning

confidence: 99%

“…The solution takes into account a possible increase in volume and a decrease in the strength of the rock material in the plastic zone. Changes in the volume of rock material is controlled by the angle of dilation ψ, which in elastic-plastic analysis of the behaviour of the rock mass using failure criterion the Coulomb-Mohr is related to the parameter β in the following way [16]:…”

Section: Introductionmentioning

confidence: 99%

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Application of the Elastic-Plastic Model in the Analysis of the Displacement in a Rock Mass

Marczak¹

2018

Adv. Sci. Technol. Res. J.

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The concern of this article is the analysis of the impact of increased volume (dilation) and decreased strength of the rock material in the plastic zone on the displacement field in the vicinity of the roadway. Elastic-plastic model of the behaviour of the rock material and the strength criterion of Coulomb-Mohr were assumed. The volume change of the rock material is controlled by the angle of dilation ψ, which determines dilation parameter β that is taken into account in the analysis. The influence of parameter β and the strength of the rock material, after crossing the border state of stress, in the field of displacements in the vicinity of the excavation and rock pressure on the elastic support of the excavation was proved. The relationships determining displacement fields in the plastic zone which were obtained with consideration to in this zone of both the elastic and plastic displacement, as well as the relationships which were obtained without elastic deformations was discussed. The exact form of the equation for the displacement field in the plastic zone depends on how the elastic deformation in the plastic zone is defined. There are three ways of describing these deformations. In the first method it is assumed that in plastic deformation area the elastic deformation constants are equal to the deformation constants at the plastic and elastic border. The second method of description is based on the assumption that the plastic zone is a thick-walled ring whose edges: internal and external have been appropriately debited. In the third method, elastic deformations in the plastic zone were made dependent on the state of stress in the zone. The results are illustrated in a form of response curves of the rock mass.Keywords: state of displacement, roadway, elastic-plastic model, response curve of the rock mass, dilatation, decreased strength of rock material, reducing the strength of the rock material, Coulomb-Mohr criterion.

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Section: Description Of the Problem And Test Methodsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Application of the Elastic-Plastic Model in the Analysis of the Displacement in a Rock Mass

Marczak¹

2018

Adv. Sci. Technol. Res. J.

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“…Up until about 25 years ago, most analytical solutions were based on the Mohr-Coulomb criterion, which makes use of two principal stresses [18][19][20][21][22][23]. Since then, nonlinear criteria have been used to develop other solutions, such as the 2D Hoek-Brown criterion [16,[24][25][26][27][28][29][30][31]. The linear Mohr-Coulomb criterion nonetheless remains a common choice for the analysis of cylindrical openings [24,[32][33][34].…”

Section: LI and M Aubertinmentioning

confidence: 99%

An elastoplastic evaluation of the stress state around cylindrical openings based on a closed multiaxial yield surface

Aubertin

2008

Num Anal Meth Geomechanics

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SUMMARYThere are many applications encountered in geo-engineering where there is a need to evaluate the stress state around circular openings. This paper presents a new analytical solution for evaluating the stresses around a cylindrical excavation in an elastoplastic medium defined by the closed MSDP u yield surface. The proposed formulation takes into account the 3D stress geometry with a plasticity criterion that intersects the mean stress axis on the positive (compressive) and negative (tensile) sides. The results shown here illustrate how the stress distribution and yielding zone size are affected by various influence factors. Validation of the proposed formulation is made by comparing calculated results with existing analytical solutions and a numerical simulation.

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“…But, the assumption of constant elastic strain in the plastic region, which should obey the generalized Hooke's law, leads to a poor accuracy of the results. And Wang points out that Brown et al's solution is difficult to predict the plastic radius [11]. Carranza-Torres and Fairhurst's solution for H-B rock mass, which is based on the so-called self-similarity of H-B criterion, is theoretically rigorous.…”

Section: Introductionmentioning

confidence: 99%

Analytical Strain-softening Solutions of a spherical cavity

Zhang

Quan

et al. 2018

Lat. Am. j. solids struct.

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This paper deals with a spherical cavity excavated in infinite homogeneous and isotropic strain-softening rock mass subjected to a hydrostatic initial Displacements and stresses distributions are two of the most important information for underground engineering, for that it can provide a theoretical foundation for geotechnical engineering optimism design and stability evaluation. In past few years, many scholars have developed series of (semi-)analytical and numerical solutions for circular openings and spherical cavities. . However, most of those solutions are based on the common elasto-perfectly-plastic and elasto-brittle-plastic models, because those solutions can be easily obtained using simple mathematical methods. However, most of the geotechnical materials display strain-softening behavior in the post-failure region. Therefore, the normally used elasto-perfectly plastic model and elasto-brittleplastic model can't well represent the actual failure process. Brown et al. were the earliest ones to analyze the stresses and displacements of circular openings excavated in the strain-softening rock mass. But, the assumption of constant elastic strain in the plastic region, which should obey the generalized Hooke's law, leads to a poor accuracy of the results. And Wang points out that Brown et al.'s solution is difficult to predict the plastic radius [11]. Carranza-Torres and Fairhurst's solution for H-B rock mass, which is based on the so-called self-similarity of H-B criterion, is theoretically rigorous. But, it seems rather complicated for practical use and is applicable only to the As we see, all of the solutions for strain-softening rock mass are based on semi-analytical and numerical method, no analytical solutions are available. Additionally, most of the indoor and field tests show that material properties of rock mass change during the failure process, not only strength parameters but also elastic parameters, i.e. Yong's modulus and Poisson's ratio. This is the so-called elasto-plastic coupling effect. Generally speaking, the effect of Young's modulus is analyzed in two ways. One is the pressure-dependent Young's modulus model (PDM) [26][27], the progressive failure process may be more significant. However, the two models can hardly be solved with analytical method. Considering the different tensile and compressive Young's modulus, Luo et al. obtained the closed-form solutions of spherical cavities in elastobrittle-plastic rock mass [28]. The difficulty of analytical methods for strain-softening rock mass is the coupling effect between softening index and material properties. In view of this, the Multi-step Brittle-Plastic model (MBPM) is proposed to solve the stress, strain, and displacement in the post-failure region for the spherical cavity. Moreover, the deterioration process of elastic parameters and strength parameters are also considered.

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Ground Response of Circular Tunnel in Poorly Consolidated Rock

Cited by 114 publications

References 8 publications

Application of the Elastic-Plastic Model in the Analysis of the Displacement in a Rock Mass

Application of the Elastic-Plastic Model in the Analysis of the Displacement in a Rock Mass

An elastoplastic evaluation of the stress state around cylindrical openings based on a closed multiaxial yield surface

Analytical Strain-softening Solutions of a spherical cavity

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