A three-dimensional numerical investigation of the fracture of rock specimens containing a pre-existing surface flaw

Liang, Zheng Zhao; Xing, Huilin; Wang, Shanyong; Williams, David J.; Tang, Chun’an

doi:10.1016/j.compgeo.2012.04.011

Cited by 161 publications

(84 citation statements)

References 35 publications

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“…is is principally because that there is no initial compression stage in PFC 2D software, which is di erent form the physical test [35]. And, this phenomenon can be found in many simulation studies using PFC 2D software [19,[26][27][28][29]. Figure 5 shows the variation regularities of the uniaxial compressive strength with α and β, respectively.…”

Section: E Ects Of α and β On The Stress-strain Behaviormentioning

confidence: 99%

“…According to the previous studies, the microparameters of the joint plane were weakened and generally set as very small values [19,[26][27][28][29]. In this study, the microparameters of the main joint plane were taken the same as that of the secondary joint plane.…”

Section: Model Construction For Granite Specimen Containing a Set Of mentioning

confidence: 99%

“…Particle Flow Code. e particle flow code (PFC) is an effective method to study the macromechanics problems of an analytic object (including construction and rock mass) at the microlevel [22][23][24][25][26], which has been widely applied in simulation tests of uniaxial compression, biaxial compression, and triaxial compression for the rock specimen [19,[27][28][29][30]. ere are two bonding models in PFC 2D software, including the contact bond model and parallel bond model [26][27][28][29][30].…”

Section: Uniaxial Compression Model For Granitementioning

confidence: 99%

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Simulation Study on Strength and Failure Characteristics for Granite with a Set of Cross‐Joints of Different Lengths

Yin

Chen

Liu

et al. 2018

Advances in Civil Engineering

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e strength and failure characteristics for granite specimen with a set of cross-joints of different lengths were studied using PFC 2D software. e results show that when the included angle of α between the main joint and loading direction is 30°or 45°, no matter what the included angle of β between main and secondary joints is, the main joint controls crack propagation and failure of granite specimen, which occurs the shear failure propagating from main joint tips, and the corresponding uniaxial compressive strength is low. Meanwhile, the secondary joint is the key joint for crack propagation and failure at α of 0°and 90°except when β is 90°. e granite specimen occurs the shear failure propagating from secondary joint tips. And, the shear failure crossing upper tips of main and secondary joints is found at α of 0°or 90°and β of 90°. eir uniaxial compressive strengths are large. Also, the combined actions of main and secondary joints determine crack propagation and failure at α of 60°except when β is 90°. e granite specimen occurs the hybrid failure, including shear failure propagating from main joint tips and tensile failure propagating from main and secondary joints center or secondary joint tips. And, when α is 60°and β is 90°, the granite specimen occurs the shear failure along secondary joint plane direction, and its uniaxial compressive strength is small. Generally, when α or β is a fixed value, the uniaxial compressive strength firstly decreases and then increases with the increase of β or α. Additionally, when α is 60°and β > 45°, the uniaxial compressive strength represents a decreasing trend. e uniaxial compressive strength at α and β between 30°a nd 60°is generally small. Finally, the microdisplacement field distributions of granite specimen were discussed.

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Section: E Ects Of α and β On The Stress-strain Behaviormentioning

confidence: 99%

Section: Model Construction For Granite Specimen Containing a Set Of mentioning

confidence: 99%

Section: Uniaxial Compression Model For Granitementioning

confidence: 99%

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Simulation Study on Strength and Failure Characteristics for Granite with a Set of Cross‐Joints of Different Lengths

Yin

Chen

Liu

et al. 2018

Advances in Civil Engineering

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“…In the elastic damage mechanics, the elastic modulus of the element may decrease gradually as the damage expands until the stress increases to the threshold value. e elastic modulus of the damaged element can be expressed as follows [26]:…”

Section: Tempospatial Characteristics Of Microseismicitymentioning

confidence: 99%

“…us, the MS monitoring system can offer a 3D visualization of rock mass damage and provide valuable information to understand the microcracking behaviour in the deep rock mass of the rock slope. elastic material containing an initial random distribution of microfractures [25,26]. e mechanical parameters of the model elements are assumed to follow the Weibull distribution, which includes the statistical variability of the bulk failure strength in the RFPA code.…”

Section: Tempospatial Characteristics Of Microseismicitymentioning

confidence: 99%

Stability Assessment of the Excavated Rock Slope at the Dagangshan Hydropower Station in China Based on Microseismic Monitoring

Liang

2018

Advances in Civil Engineering

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A high-resolution microseismic (MS) monitoring system was implemented at the right bank slope of the Dagangshan hydropower station in May 2010 to analyse the slope stability subjected to continuous excavation. e MS monitoring system could real-time capture a large number of seismic events occurring inside the rock slope. e identification and delineation of rock mass damage subject to excavation and consolidation grouting can be conducted based on the analysis of tempospatial distribution of MS events. However, how to qualitatively evaluate the stability of the rock slope by utilizing these MS data remains challenging. A damage model based on MS data was proposed to analyse the rock mass damage, and a 3D finite element method model of the rock slope was also established. e deteriorated mechanical parameters of rock mass were determined according to the model elements considering the effect of MS damage. With this method, we can explore the effect of MS activities, which are caused by rock mass damage subjected to excavation and strength degradation to the dynamic instability of the slope. When the MS damage effect was taken into account, the safety factor of the rock slope was reduced by 0.18 compared to the original rock slope model without considering the effect. e simulated results show that MS activities, which are subjected to excavation unloading, have only a limited effect on the stability of the right bank slope. e proposed method is proven to be a better approach for the dynamical assessment of rock slope stability and will provide valuable references for other similar rock slopes.

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A new potential function for the calculation of contact forces in the combined finite–discrete element method

Yan

Zheng

2016

Num Anal Meth Geomechanics

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Summary Although the potential contact force proposed by Munjiza overcomes the difficulties inherent in the traditional discrete element methods, the physical meaning of the potential is not clear and the contact force derived from the original potential function is strongly dependent on the mesh configuration. In this study, we redefine a potential function and propose a new contact force calculation method based on a unified standard. Moreover, the new potential function retains all the advantages of the original potential function but has less mesh dependency. Copyright © 2016 John Wiley & Sons, Ltd.

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A three-dimensional numerical investigation of the fracture of rock specimens containing a pre-existing surface flaw

Cited by 161 publications

References 35 publications

Simulation Study on Strength and Failure Characteristics for Granite with a Set of Cross‐Joints of Different Lengths

Simulation Study on Strength and Failure Characteristics for Granite with a Set of Cross‐Joints of Different Lengths

Stability Assessment of the Excavated Rock Slope at the Dagangshan Hydropower Station in China Based on Microseismic Monitoring

A new potential function for the calculation of contact forces in the combined finite–discrete element method

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