An investigation of the mechanics of rock joints—Part II. Analytical investigation

Qiu, Xiangjun; Plesha, Michael E.; Huang, X.; Haimson, Bezalel C.

doi:10.1016/0148-9062(93)92730-e

Cited by 42 publications

(20 citation statements)

References 9 publications

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“…Un certain nombre de modèles constitutifs incrémentaux sont proposés dans la littérature dont ceux de Goodman et Dubois (1972), Roberds et Einstein (1978), Heuzé et Barbour (1982) et Qiu et al (1993). Or ces modèles, sauf celui de Qiu et al (1993) ) ont testé l'équation de Plesha (1987).…”

Section: Résuméunclassified

“…3.3.1 Le modèle constitutif a -y de Qiu et al Qiu et al (1993) ont développé une théorie quantitative du comportement des joints prenant en compte la dilatance, l'endommagement de la rugosité et le glissement cyclique.…”

Section: Conditions Physiques à Respecter Pour Qu'un Critère De Ruptuunclassified

“…À partir de quelques hypothèses, Qiu et al (1993) complètent la construction du modèle a -y où y exprime le rapprochement des deux épontes induit par la dégradation des aspérités et permet le calcul de G nt . Les paramètres nécessaires au modèle peuvent être calculés à partir des résultats d'un essai de cisaillement direct cyclique .…”

Section: Conditions Physiques à Respecter Pour Qu'un Critère De Ruptuunclassified

“…Certains auteurs, tels Plesha (1987), Hutson et Dowding (1990), ou Qiu et al (1993), proposent des solutions quantitatives mais ces équations ne contribuent pas à la compréhension physique du phénomène. D'autres auteurs, tels Barton et al (1985) ou Xu et Freitas (1990), présentent des mécanismes de dégradation des aspérités mais ne quantifient pas la dégradation en fonction de paramètres tels a N ou U de sorte qu'il n'existe aucun modèle complet de dégradation des aspérités appuyés de résultats expérimentaux valables.…”

Section: Modèles De Dégradation Des Aspéritésunclassified

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Validation d'un modèle de comportement mécanique pour les fractures rocheuses en cisaillement /

Flamand¹

2000

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In order to validate a model for the mechanical behaviour of sheared fractures in rock, we executed three series of direct shear tests applying three different levels of constant normal stress, to different tangential displacements and in four directions. These shear tests were performed on numerous mortar casts of a natural fracture from the Guéret granite (in France). Each cast was used only once (given CTN and U). From shear test results (strength and dilatancy) and the damaged casts, we examined the interactions between shear parameters, shear strength, dilatancy, initial morphology and strength of the fracture walls, as well as damage of the asperities.The initial morphology of the fracture walls was analysed from roughness profiles. Roughness indices, statistical distributions of angularities and variograms of elevation were calculated from the data obtained from the roughness profiles. Analysis of this data indicates that roughness indices do not all evolve in the same way during the damage process. The variograms obtained before and after the shear tests show evidences of degradation, but this data could not be incorporated in the models. However the statistical distributions of angularities, easily calculated for the apparent (2D) angles, were introduced in one model.The progressive degradation of the fracture walls was studied from the profile traces and image analysis data. The trace of the roughness profiles demonstrated the effect of the fracture walls strength and of the deposition of material from one wall to the other. The image analysis of the damaged walls showed that the shape and location of damaged zones depend on the shear direction, with regard to the morphological structures of the walls.Shear strength modelization produced three models that are applicable respectively to the pre-peak, peak and post-peak phases. The developed equations permit the incremented calculation on the shear strength with respect to the tangential displacement. Since many phenomena and parameters act on the shear strength, the three equations that we developed imply the calculation of many other parameters (e.g. a vo , a csp , i p , U p , i and

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Section: Résuméunclassified

Section: Conditions Physiques à Respecter Pour Qu'un Critère De Ruptuunclassified

Section: Modèles De Dégradation Des Aspéritésunclassified

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Validation d'un modèle de comportement mécanique pour les fractures rocheuses en cisaillement /

Flamand¹

2000

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“…Équation 1-33 : p = pe^"*'"' p : un paramètre morphologique tel un angle d'aspérité Plesha (1987), une hauteur d'aspérité (Qiu et al, 1993) Qiu (1990).…”

Section: Modèles De Dégradation Des Aspéritésunclassified

Comportement mecanique d une fracture en cisaillement

Lopez¹

2000

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A model for coupled mechanical and hydraulic behaviour of a rock joint

Nguyen

Selvadurai

1998

Int. J. Numer. Anal. Meth. Geomech.

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SUMMARYConstitutive laws for rock joints should be able to reproduce the fundamental mechanical behaviour of real joints, such as dilation under shear and strain softening due to surface asperity degradation. In this work, we extend the model of Plesha to include hydraulic behaviour. During shearing, the joint can experience dilation, leading to an initial increase in its permeability. Experiments have shown that the rate of increase of the permeability slows down as shearing proceeds, and, at later stages, the permeability could decrease again. The above behaviour is attributed to gouge production. The stress-strain relationship of the joint is formulated by appeal to classical theories of interface plasticity. It is shown that the parameters of the model can be estimated from the Barton-Bandis empirical coefficients; the Joint Roughness Coefficient (JRC) and the Joint Compresive strength (JSC). We further assume that gouge production is also related to the plastic work of the shear stresses, which enables the derivation of a relationship between the permeability of the joint and its mechanical aperture. The model is implemented in a finite element code (FRACON) developed by the authors for the simulation of the coupled thermal-hydraulic-mechanical behaviour of jointed rock masses. Typical laboratory experiments are simulated with the FRACON code in order to illustrate the trends predicted in the proposed model.

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An investigation of the mechanics of rock joints—Part II. Analytical investigation

Cited by 42 publications

References 9 publications

Validation d'un modèle de comportement mécanique pour les fractures rocheuses en cisaillement /

Validation d'un modèle de comportement mécanique pour les fractures rocheuses en cisaillement /

Comportement mecanique d une fracture en cisaillement

A model for coupled mechanical and hydraulic behaviour of a rock joint

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