Rate-dependent mechanical behavior of rough rock joints

Wang, Gang; Zhang, Xuepeng; Jiang, Yujing; Wu, Xuezhen; Wang, Shugang

doi:10.1016/j.ijrmms.2015.10.013

Cited by 80 publications

(13 citation statements)

References 18 publications

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“…The nonlinear flow properties of fractures also depend on the magnitude of fracture aperture. Liu et al [117] took four rock samples of granite (S1 and S2), marble (S3), and limestone (S4) from the underground caverns of the Huangdao State Oil Reserves, China, and scanned their surface geometries using a threedimensional laser-scanning rock surface instrument [148]. A total of twenty 2D rock fractures were prepared and fracture aperture varied from 1.0 mm to 10.0 mm.…”

Section: Effect Of Fracture Aperturementioning

confidence: 99%

A Review of Critical Conditions for the Onset of Nonlinear Fluid Flow in Rock Fractures

Jiang

2017

Geofluids

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Selecting appropriate governing equations for fluid flow in fractured rock masses is of special importance for estimating the permeability of rock fracture networks. When the flow velocity is small, the flow is in the linear regime and obeys the cubic law, whereas when the flow velocity is large, the flow is in the nonlinear regime and should be simulated by solving the complex NavierStokes equations. The critical conditions such as critical Reynolds number and critical hydraulic gradient are commonly defined in the previous works to quantify the onset of nonlinear fluid flow. This study reviews the simplifications of governing equations from the Navier-Stokes equations, Stokes equation, and Reynold equation to the cubic law and reviews the evolutions of critical Reynolds number and critical hydraulic gradient for fluid flow in rock fractures and fracture networks, considering the influences of shear displacement, normal stress and/or confining pressure, fracture surface roughness, aperture, and number of intersections. This review provides a reference for the engineers and hydrogeologists especially the beginners to thoroughly understand the nonlinear flow regimes/mechanisms within complex fractured rock masses.

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Section: Effect Of Fracture Aperturementioning

confidence: 99%

A Review of Critical Conditions for the Onset of Nonlinear Fluid Flow in Rock Fractures

Jiang

2017

Geofluids

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“…According to Eqs. (16), (17), and (18), the permeability coefficient of the single-fracture rock after the occurrence of displacement can be written as…”

Section: Permeabilitymentioning

confidence: 99%

“…Permeability coefficient and permeability tensor are two main parameters that are widely sued for describing the permeability of fractured rocks [12][13][14], which are generally determined by theoretical calculation [15][16][17][18], field measurement [19], or laboratory test [20][21][22][23]. Currently, single-fracture parallel-plate hydraulic model [24] is most widely applied in theoretical estimation of seepage behaviors in fractured rocks, which assumes that the fracture has fixed ideal width.…”

Section: Introductionmentioning

confidence: 99%

Study on the Permeability of Weakly Cemented Sandstones

et al. 2019

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Fractured rocks are a type of complex media that widely exist in various projects including energy, hydraulic, and underground space engineering, whose permeability properties are a hotspot in current rock mechanics domain. Aiming at investigating the seepage characteristics of the fracture surfaces in different rock strata, uniaxial compressive test and permeability test were performed on single-fracture homogenous and heterogeneous rocks. Specifically, rock’s physical and mechanical parameters were measured in uniaxial tests while the initial width of the single fracture was determined through CT scanning. In combination with test results and the calculation model of the displacement of single-fracture heterogeneous rock under triaxial stress condition, the calculation formula of the permeability coefficient of single-fracture heterogeneous rock was derived. Results show that hydraulic pressure in the fracture can affect the permeability coefficient of the fractured rock. Hydraulic fracturing effect occurred with the increase of hydraulic pressure in the fracture, which then generates slight normal deformations of the rock masses on both two sides of the fracture surface, decreases the contact area in the fracture, and leads to the increases of both fracture width and permeability coefficient. For single-fracture rock, the lithological properties of the rock masses on both two sides of the fracture surface impose significant effects on the permeability coefficient. Under same hydraulic pressure and confining pressure, the permeability coefficient of single-fracture coarse sandstone is greatest, followed by that of single-fracture heterogeneous rock, and finally by single-fracture fine sandstone. Theoretical calculation results agree well with the test results, suggesting that the derived theoretical formula can adequately describe the variation tendencies of permeability coefficient with confining pressure and hydraulic pressure in the fracture.

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“…The surface roughness of three-dimensional rock joints can be quantified properly by averaging equal-spaced parallel lines along the shear direction. [40][41][42][43] The estimation of the degradation coefficient involves a dimensionless coefficient K (see Equation 25), which represents the influence of experimental environment on the shear behaviour of rock joints. 14 The quantification of the influential factors is quite challenging in the dynamic environment, which requires further investigation.…”

Section: Advantages and Limitationsmentioning

confidence: 99%

Analytical modelling of the shear behaviour of rock joints with progressive degradation of two‐order roughness

Liang

Tang

et al. 2019

Num Anal Meth Geomechanics

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Summary We present an analytical model for the shear behaviour of rock joints with progressive degradation of two‐order asperities including waviness and unevenness. Critical waviness and critical unevenness are used to respectively represent the mechanical involvements of waviness and unevenness during shear. The degradation process of two‐order asperities are predicted by considering the stepwise relationship among dilation angle, sheared and unsheared asperity areas, and plastic tangential work. The dilation angle of each asperity decreases as plastic tangential work accumulates. The progressive degradation transiting from critical unevenness to critical waviness is realised through examining the dilation angle and the unsheared area of critical unevenness. The model's predictions are compared with the experimental data from direct shear tests on both regular‐ and irregular‐shaped joints. Good agreement between analytical and experimental curves demonstrate the credence of the proposed model. Therefore, the model, after implemented in finite and discrete element codes, is practicable for the stability assessment of rock‐engineering structures.

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Rate-dependent mechanical behavior of rough rock joints

Cited by 80 publications

References 18 publications

A Review of Critical Conditions for the Onset of Nonlinear Fluid Flow in Rock Fractures

A Review of Critical Conditions for the Onset of Nonlinear Fluid Flow in Rock Fractures

Study on the Permeability of Weakly Cemented Sandstones

Analytical modelling of the shear behaviour of rock joints with progressive degradation of two‐order roughness

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