Time‐dependent multilaminate model of rocks—a numerical study of deformation and failure of rock masses

Zienkiewicz, O. C.; Pande, G. N.

doi:10.1002/nag.1610010302

Cited by 198 publications

(69 citation statements)

References 8 publications

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“…For non-orthogonal fracture sets, coupled HM behavior can be modeled using a multilaminate model by Zienkiewics and Pande (1977), in which nonlinearities such as sliding and separation of joints can be considered. Using such a model, a permeability tensor may be derived according to Snow (1969).…”

Section: Equivalent Continuum Models Of Hm Behavior In Fractured Rocksmentioning

confidence: 99%

The role of hydromechanical coupling in fractured rock engineering

Rutqvist

Stephansson

2003

Hydrogeology Journal

550

332

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This paper provides a review of hydromechanical (HM) couplings in fractured rock, with special emphasis on HM interactions as a result of or directly connected with human activities. In the early 1960s, the coupling between hydraulic and mechanical processes in fractured rock started to receive wide attention. A series of events-including dam failures, landslides, and injection-induced earthquakes-were believed to result from HM interaction. Moreover, the advent of the computer technology in the 1970s made possible the integration of nonlinear processes such as stress-permeability coupling and rock mass failure into coupled HM analysis. Coupled HM analysis is currently being applied to many geological engineering practices. One key parameter in such analysis is a good estimate of the relationship between stress and permeability. Based on available laboratory and field data it was found that the permeability of fractured rock masses tends to be most sensitive to stress changes at shallow depth (low stress) and in areas of low in situ permeability. In highly permeable fractured rock sections, fluid flow may take place in clusters of connected fractures that are locked open as a result of previous shear dislocation or partial cementation of hard mineral filling. Such locked open fractures tend to be relatively insensitive to stress and may therefore be conductive at great depths.Because of out the great variability of HM properties in fractured rock, and the difficulties in using laboratory data for deriving in situ material properties, the HM properties of fractured rock masses are best characterized in situ.

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Section: Equivalent Continuum Models Of Hm Behavior In Fractured Rocksmentioning

confidence: 99%

The role of hydromechanical coupling in fractured rock engineering

Rutqvist

Stephansson

2003

Hydrogeology Journal

550

332

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“…Many other researchers subsequently extended or modified this approach to metals [11][12][13][14][15][16]. Extensions of this approach for the hardening inelastic response of soils and rocks were also made [17][18][19][20].…”

Section: Evolution and Basic Features Of Microplane Modelmentioning

confidence: 99%

Microplane constitutive model for porous isotropic rocks

Bažant¹,

2002

Num Anal Meth Geomechanics

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SUMMARYThe paper deals with constitutive modelling of contiguous rock located between rock joints. A fully explicit kinematically constrained microplane-type constitutive model for hardening and softening non-linear triaxial behaviour of isotropic porous rock is developed. The microplane framework, in which the constitutive relation is expressed in terms of stress and strain vectors rather than tensors, makes it possible to model various microstructural physical mechanisms associated with oriented internal surfaces, such as cracking, slip, friction and splitting of a particular orientation. Formulation of the constitutive relation is facilitated by the fact that it is decoupled from the tensorial invariance restrictions, which are satisfied automatically. In its basic features, the present model is similar to the recently developed microplane model M4 for concrete, but there are significant improvements and modifications. They include a realistic simulation of (1) the effects of pore collapse on the volume changes during triaxial loading and on the reduction of frictional strength, (2) recovery of frictional strength during shearing, and (3) the shearenhanced compaction in triaxial tests, manifested by a deviation from the hydrostatic stress-strain curve. The model is calibrated by optimal fitting of extensive triaxial test data for Salem limestone, and good fits are demonstrated. Although these data do not cover the entire range of behaviour, credence in broad capabilities of the model is lend by its similarity to model M4 for concrete}an artificial rock. The model is intended for large explicit finite-element programs.

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“…In the field of rock mechanics, time dependence was incorporated in early models for the overall homogenized behavior of rock masses and rock interfaces, often associated to the creep phenomena or salt formations [25][26][27][28][29]. The use of viscoplasticity for general rock masses became common after the proposal and development of the Multilaminate model [26,30].…”

Section: Introductionmentioning

confidence: 99%

Stress‐driven integration strategies and m‐AGC tangent operator for Perzyna viscoplasticity and viscoplastic relaxation: application to geomechanical interfaces

Aliguer

Carol

Sture

2016

Num Anal Meth Geomechanics

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SUMMARYThe paper proposes a stress-driven integration strategy for Perzyna-type viscoplastic constitutive models, which leads also to a convenient algorithm for viscoplastic relaxation schemes. A generalized trapezoidal rule for the strain increment, combined with a linearized form of the yield function and flow rules, leads to a plasticity-like compliance operator that can be explicitly inverted to give an algorithmic tangent stiffness tensor also denoted as the m-AGC tangent operator. This operator is combined with the stress-prescribed integration scheme, to obtain a natural error indicator that can be used as a convergence criterion of the intrastep iterations (in physical viscoplasticity), or to a variable time-step size in viscoplastic relaxation schemes based on a single linear calculation per time step. The proposed schemes have been implemented for an existing zero-thickness interface constitutive model. Some numerical application examples are presented to illustrate the advantages of the new schemes proposed.

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Time‐dependent multilaminate model of rocks—a numerical study of deformation and failure of rock masses

Cited by 198 publications

References 8 publications

The role of hydromechanical coupling in fractured rock engineering

The role of hydromechanical coupling in fractured rock engineering

Microplane constitutive model for porous isotropic rocks

Stress‐driven integration strategies and m‐AGC tangent operator for Perzyna viscoplasticity and viscoplastic relaxation: application to geomechanical interfaces

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