A new approach to numerical method of modelling geological processes and rock engineering problems — continuum to discontinuum and linearity to nonlinearity

Tang, Chun An; Yang, Wenjun; Fu, Y.F.; Xu, X. H.

doi:10.1016/s0013-7952(97)00051-3

Cited by 129 publications

(63 citation statements)

References 6 publications

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“…The RFPA3D-flow code is based on the basic realistic failure process analysis model [44,45] and the flow-stress-damage model [46]. Its mechanism was described in detail in Tang et al [46] and Li et al [47], and its two-dimensional version has a number of applications in simulating hydraulic fracturing in heterogeneous rock masses [48][49][50].…”

Section: Numerical Modellingmentioning

confidence: 99%

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Application of Dimensional Analysis to Project Laboratory Scale Numerical Modelling Prescribed Hydraulic Fracturing Results to Field Scales

et al. 2018

Energies

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Abstract:Hydraulic fracturing has been applied in the cave mining industry with the purpose of re-creating an orebody rock mass condition that is suitable for caving. Prescribed hydraulic fracturing was proposed in a previous study as a supplement to the conventional hydraulic fracturing strategy. In this paper; dimensional analysis is used to project laboratory scale numerical modelling results to field scales in order to study the applicability of creating prescribed hydraulic fractures (PHFs) under field conditions. The results indicate that field scale PHFs are feasible if the stress shadows of the pre-located fractures are properly utilized. Water can be used to create the pre-located fractures that induce the local stress change in a low differential stress state; and the use of more proppants and a shorter pre-located fracture spacing lead to PHFs propagating more quickly towards the pre-located fractures. For field condition having high differential stresses, more viscous fluid must be used to create the pre-located fractures in order to enhance the stress shadows. In this case, a shorter pre-located fracture spacing does not necessarily result in the re-orientation of PHFs towards the pre-located fractures and may even lead to unsatisfactory pre-conditioning. A sufficiently high pre-located fracture net pressure to the differential stress ratio (close to 0.5) is the prerequisite for creating PHFs.

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Section: Numerical Modellingmentioning

confidence: 99%

“…Damage mechanics [55] is introduced to describe the element post-failure behaviour. Details of the damage constitutive laws in RFPA can be found in Tang [44] and Tang et al [45]. For a damaged element, it loses its Young's modulus completely and becomes an 'air element' when it reaches its ultimate strain.…”

Section: Numerical Modellingmentioning

confidence: 99%

Application of Dimensional Analysis to Project Laboratory Scale Numerical Modelling Prescribed Hydraulic Fracturing Results to Field Scales

et al. 2018

Energies

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“…These cracks influence the mechanical mechanics of rocks, reduce the strength of the rock, and make the rocks exhibiting distinct non-linear behaviour. According to Lematire's hypothesis of equivalent strain and the damage constitutive equation of brittle rock under uniaxial compression [12] :…”

Section: Virtual Internal Bond Functionsmentioning

confidence: 99%

Numerical simulation of rock fracturing under uniaxial compression using virtual internal bond model

Chen

Jiang

2009

J. Shanghai Jiaotong Univ. (Sci.)

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A multi-scale virtual internal bond (VIB) model for the isotropic materials has been recently proposed to describe the material deformation and fracturing. During the simulation process of material fracturing using VIB, the fracture criterion is directly built into the constitutive formulation of the material using the cohesive force law. Enlightened by the similarity of the damage constitutive model of rock under uniaxial compression and the cohesive force law of VIB, a VIB density function of rock under uniaxial compression is suggested. The elastic modulus tensor is formulated on the basis of the density function. Thus the complete deformation process of rock under the uniaxial compression is simulated.

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“…It is D r a f t 8 also difficult to measure the post-peak deformation behavior of rock in the field because of high experimental costs, rigorous site requirements, and complicated preparatory work. In this study, it is planned to carry out a numerical experiment (Jing 2003;Tang et al 1998) to elaborate how the strain energy released from a test machine can affect the rock failure process at laboratory scale and induce instability. Modeling results from this study can shed light on why rockbursts do not always occur as soon as an opening is excavated.…”

Section: Introduction Introduction Introduction Introductionmentioning

confidence: 99%

Influence of strain energy released from a test machine on rock failure process

Cai

2018

Can. Geotech. J.

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Abstract AbstractRock instability occurs if the energy supplied to the rock failure process is excess. The theoretical analysis on the energy transfer in rock failure process revealed that the rock failure process is a result of the strain energy released from the test machine or the surrounding rock masses of wall rock, plus the additional energy input from an external energy source if the deformation of the rock is continued and driven by the external energy source. The strain energy released from the test machine is focused in this study because it is responsible for some of the unstable rock failures in laboratory testing. A FEM-based numerical experiment was carried out to study the strain energy released from test machines under different loading conditions of LSS.The modeling results demonstrated that depending on the LSS of a test machine, the strain energy Accumulative energy input from an external energy source at peak load E r Accumulative energy consumed in a rock specimen at peak load E t Strain energy stored in a test machine at peak load E in * Accumulative energy input from an external energy source at post-peak deformation stage E r * Accumulative energy consumed in a rock specimen at post-peak deformation stage E t * Strain energy stored in a test machine at post-peak deformation stage ∆E in Energy input from an external energy source during post-peak deformation stage ∆E r Energy consumed in a rock specimen during post-peak deformation stage ∆E t Strain energy released from a test machine during post-peak deformation stage ∆E r B Energy item ∆E r under the ideal loading condition E p Post-peak stiffness of a rock specimen in stress-strain curve H Height of a column-shaped structure k Longitudinal stiffness of a column-shaped structure λ Post-peak stiffness of a rock specimen (absolute value)

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A new approach to numerical method of modelling geological processes and rock engineering problems — continuum to discontinuum and linearity to nonlinearity

Cited by 129 publications

References 6 publications

Application of Dimensional Analysis to Project Laboratory Scale Numerical Modelling Prescribed Hydraulic Fracturing Results to Field Scales

Application of Dimensional Analysis to Project Laboratory Scale Numerical Modelling Prescribed Hydraulic Fracturing Results to Field Scales

Numerical simulation of rock fracturing under uniaxial compression using virtual internal bond model

Influence of strain energy released from a test machine on rock failure process

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