Determination of anisotropic deformability parameters from a single standard rock specimen

Gonzaga, G.G.; Leite, M.H.; Corthésy, Robert

doi:10.1016/j.ijrmms.2008.01.014

Cited by 49 publications

(14 citation statements)

References 20 publications

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“…All the process is not considered time dependent. Therefore, the velocity Bohloli [47], Nasseri et al [48], Gonzaga et al [49], and Cho et al [50]. As discussed previously, the fluid pressure and velocity are sensitive to the joint plane angles .…”

Section: Seepage Distributionmentioning

confidence: 88%

A Model of Anisotropic Property of Seepage and Stress for Jointed Rock Mass

Wang

Yang

et al. 2013

Journal of Applied Mathematics

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Joints often have important effects on seepage and elastic properties of jointed rock mass and therefore on the rock slope stability. In the present paper, a model for discrete jointed network is established using contact-free measurement technique and geometrical statistic method. A coupled mathematical model for characterizing anisotropic permeability tensor and stress tensor was presented and finally introduced to a finite element model. A case study of roadway stability at the Heishan Metal Mine in Hebei Province, China, was performed to investigate the influence of joints orientation on the anisotropic properties of seepage and elasticity of the surrounding rock mass around roadways in underground mining. In this work, the influence of the principal direction of the mechanical properties of the rock mass on associated stress field, seepage field, and damage zone of the surrounding rock mass was numerically studied. The numerical simulations indicate that flow velocity, water pressure, and stress field are greatly dependent on the principal direction of joint planes. It is found that the principal direction of joints is the most important factor controlling the failure mode of the surrounding rock mass around roadways.

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Section: Seepage Distributionmentioning

confidence: 88%

A Model of Anisotropic Property of Seepage and Stress for Jointed Rock Mass

Wang

Yang

et al. 2013

Journal of Applied Mathematics

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“…However, although most of the published data support the validity of this empirical equation, there are still major exceptions (Gonzaga et al 2008) and measured values do not always correspond to G 0 SÀV (Hakala et al 2007). …”

Section: Ranges Of Properties Of Transversely Isotropic Rocksmentioning

confidence: 92%

“…However, despite the simplicity of the constitutive relations, the determination of these elastic properties is not simple due to the lack of standardization for the measurement methods (Gonzaga et al 2008). The cross-shear modulus G 0 is the most difficult parameter to assess (Batugin and Nirenburg 1972;Homand et al 1993).…”

Section: Ranges Of Properties Of Transversely Isotropic Rocksmentioning

confidence: 99%

Stresses and Displacements in Steel-Lined Pressure Tunnels and Shafts in Anisotropic Rock Under Quasi-Static Internal Water Pressure

Pachoud

Schleiss

2015

Rock Mech Rock Eng

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Steel-lined pressure tunnels and shafts are constructed to convey water from reservoirs to hydroelectric power plants. They are multilayer structures made of a steel liner, a cracked backfill concrete layer, a cracked or loosened near-field rock zone and a sound far-field rock zone. Designers often assume isotropic behavior of the farfield rock, considering the most unfavorable rock mass elastic modulus measured in situ, and a quasi-static internal water pressure. Such a conventional model is thus axisymmetrical and has an analytical solution for stresses and displacements. However, rock masses often have an anisotropic behavior and such isotropic assumption is usually conservative in terms of quasi-static maximum stresses in the steel liner. In this work, the stresses and displacements in steel-lined pressure tunnels and shafts in anisotropic rock mass are studied by means of the finite element method. A quasi-static internal water pressure is considered. The materials are considered linear elastic, and tied contact is assumed between the layers. The constitutive models used for the rock mass and the cracked layers are presented and the practical ranges of variation of the parameters are discussed. An extensive systematic parametric study is performed and stresses and displacements in the steel liner and in the far-field rock mass are presented. Finally, correction factors are derived to be included in the axisymmetrical solution which allow a rapid estimate of the maximum stresses in the steel liners of pressure tunnels and shafts in anisotropic rock.Keywords Steel liner Á Anisotropy Á Transversely isotropic rock Á Pressure tunnels and shafts Á Finite element method Á Water pressure List of symbolsLatin characters E, E 0 Elastic moduli of a transversely isotropic rock E c , E crm , E rm , E s Elastic moduli of the backfill concrete, the near-field rock, the isotropic far-field rock and the steel liner, respectively E h Elastic modulus in the tangential direction in polar coordinates G, G 0 Shear moduli of a transversely isotropic rock G 0 SÀV Empirical cross-shear modulus of a transversely isotropic rock according to Saint-Venant G hr , G hz Shear moduli in polar coordinates p c , p c;corr , p crm , p rm Pressures transmitted at radii r c (and its correction), r crm and r rm , respectively p i Quasi-static internal water pressure r c , r crm , r i , r rm Internal radii of the backfill concrete, the near-field rock, the steel liner and the far-field rock, respectively t c , t crm , t s Thicknesses of the backfill concrete, the near-field rock and the steel liner, respectively u c r , u crm r , u rm r , u s r Radial displacements of the backfill concrete, the near-field rock, the farfield rock and the steel liner, respectively û s r ,û s r;max ,û s r;min Normalized radial displacements in the steel liner, and the maximum and minimum values, respectively u s r;iso , u s r;aniso Radial displacements in the steel liner considering isotropic and anisotropic rock, respectively Greek symbols c xy , c xz , c yz Shear st...

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“…Previous research (Amadei 2012;Gonzaga et al 2008;Hakala et al 2007;Kearey et al 2002;Kneisel 2006;Worotnicki 2014) stressed the importance of these parameters in dealing with subsurface engineering construction materials. Meanwhile, the degree of inhomogeneity of subsurface rocks determined the properties of the electrical anisotropy in a basement environment that was said to be promoted through rock joints, the degree of faulting/fracturing and weathering profiles traversing a joint planes in a region (Mallik et al 1983).…”

Section: Methodsmentioning

confidence: 99%

Characterization of a Proposed Quarry Site using Multi-Electrode Electrical Resistivity Tomography

Kayode

Arifin²,

Nawawi

2019

JSM

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This research focuses on the delineation of subsurface basement granitic structures suitable for engineering construction materials for the sitting of quarry industry in the area. The key objective of the study was to locate and delineate the depths of burial to the subsurface granite rock bodies and the regolith thickness overlain the bedrock unit. 14 resistivity profile lines with a surveyed length of 200 m and electrode spacing of 5 m, were carried out with the application of electrical resistivity tomography software, to image the subsurface structural units around this area, utilizing pole-dipole electrode configurations method towards assisting the Engineers in obtaining information on the subsurface geological features in this part of the Peninsula Malaysia. The focus is on characterizing engineering construction materials suitable for sitting the quarry industry, determination of the longitudinal conductance and coefficient of anisotropy of subsurface lithological units that determines the competency of the bedrock underneath the area from the geoelectric parameters obtained through the interpretations of the RES2DINV ERT images. The depth of bedrock unit as delineated from the results ranged from about 5 m to 100 m while the resistivity values recorded was greater than 6000 Ω-m in most of the profiles. Groundwater bearing channels that would serve the factory needs was delineated alongside the granitic rock unit. These results make the subsurface granitic bedrock unit to be adjudged competent and suitable enough as quarry construction materials for sitting the factory in the area.

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Determination of anisotropic deformability parameters from a single standard rock specimen

Cited by 49 publications

References 20 publications

A Model of Anisotropic Property of Seepage and Stress for Jointed Rock Mass

A Model of Anisotropic Property of Seepage and Stress for Jointed Rock Mass

Stresses and Displacements in Steel-Lined Pressure Tunnels and Shafts in Anisotropic Rock Under Quasi-Static Internal Water Pressure

Characterization of a Proposed Quarry Site using Multi-Electrode Electrical Resistivity Tomography

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