scholarly journals Applications of rock failure process analysis (RFPA) method

2011 ◽  
Vol 3 (4) ◽  
pp. 352-372 ◽  
Author(s):  
Chun’an Tang ◽  
Shibin Tang
Keyword(s):  
Process Analysis ◽  
Failure Process ◽  
Rock Failure ◽  
Rock Failure Process

Numerical Simulation on Failure Patterns of Rock Discs and Rings Subject to Diametral Line Loads

2004 ◽  
Vol 261-263 ◽  
pp. 1517-1522 ◽  
Author(s):  
Wan Cheng Zhu ◽  
K.T. Chau ◽  
Chun An Tang
Keyword(s):  
Tensile Strength ◽  
Standardized Test ◽  
Process Analysis ◽  
Failure Process ◽  
Brazilian Test ◽  
Rock Failure ◽  
Numerical Code ◽  
Failure Patterns ◽  
Rock Failure Process ◽  
Indirect Tensile

Brazilian test is a standardized test for measuring indirect tensile strength of rock and concrete disc (or cylinder). Similar test called indirect tensile test has also been used for other geomaterials. Although splitting of the disc into two halves is the expected failure mode, other rupture modes had also been observed. More importantly, the splitting tensile strength of rock can vary significantly with the specimen geometry and loading condition. In this study, a numerical code called RFPA2D (abbreviated from Rock Failure Process Analysis) is used to simulate the failure process of disc and ring specimens subject to Brazilian test. The failure patterns and splitting tensile strengths of specimens with different size and loading-strip-width are simulated and compared with existing experimental results. In addition, two distinct failure patterns observed in ring tests have been simulated using RFPA2D and thus this verifies the applicability of RFPA2D in simulating rock failure process under static loads.

Micromechanics and Rock Failure Process Analysis

2004 ◽  
Vol 261-263 ◽  
pp. 39-44 ◽  
Author(s):  
T.F. Wong ◽  
R.H.C. Wong ◽  
Ming Ruo Jiao ◽  
K.T. Chau ◽  
Chun An Tang
Keyword(s):  
Grain Size ◽  
Progressive Failure ◽  
Process Analysis ◽  
Failure Process ◽  
Realistic Model ◽  
Rock Failure ◽  
Failure Behavior ◽  
Microstructural Parameters ◽  
Rock Failure Process ◽  
Two Parameters

A major challenge in rock mechanics has been the realistic modeling that can reveal the progressive accumulation of damage and shear localization in a brittle rock under compression. The Rock Failure Process Analysis code (RFPA2D) is an efficient tool and realistic model to simulate such complexities. A key assumption of the code is that the heterogeneity of elastic moduli and failure strength are characterized by the Weibull distribution with two parameters (m and σ0 ). However, these two parameters do automatically not relate to the microstructural parameters, such as grain size and microcrack statistics. Therefore, the purpose of this paper is to elucidate the micromechanical basis of these Weibull parameters, specifically how they depend on microstructural attributes such as grain size and crack statistics. Secondly, a methodology was developed to quantitatively determine the relevant micromechanical parameters for input into the RFPA2D code. Finally, the methodology was implemented by quantifying the microcrack geometry and statistics of real rock and simulating its uniaxial compression and progressive failure behavior. The simulated result agrees well with the experimental study.

scholarly journals Damage smear method for rock failure process analysis

2019 ◽  
Vol 11 (6) ◽  
pp. 1151-1165 ◽  
Author(s):  
G. Li ◽  
X.F. Cheng ◽  
H. Pu ◽  
C.A. Tang
Keyword(s):  
Process Analysis ◽  
Failure Process ◽  
Rock Failure ◽  
Rock Failure Process

Numerical Approach to Investigating Pre-Existed Cracks in Rocks

2005 ◽  
Vol 297-300 ◽  
pp. 2612-2616 ◽  
Author(s):  
Shu Hong Wang ◽  
Huo Ran Sun ◽  
Tao Xu ◽  
Tian Hong Yang ◽  
En'de Wang
Keyword(s):  
Process Analysis ◽  
Failure Process ◽  
Numerical Approach ◽  
Rock Failure ◽  
Natural Material ◽  
Failure Behavior ◽  
Typical Sample ◽  
Rock Failure Process ◽  
Similar Materials ◽  
Almost All

Rock failure analysis is an important research in investigating the behavior of rocks, especially its failure process. And a rock sample, which contains pre-existing cracks, is a typical sample to investigate the rock failure behavior which under tension or compression, because almost all the natural materials exist micro-flaws more or less. This mode is closed to the natural material character. By using Rock Failure Process Analysis code, RFPA2D, we present a numerical simulation and similar materials experiment on rock samples with two pre-existing cracks in uniaxial compression were conducted to investigate the initiation, propagation, coalescence of cracks and failure mechanism of rock. Numerical simulations visually reproduce the process of crack initiation, propagation and coalescence in rock, which are well tallied with experiments in laboratory.

Numerical Analysis of Faults on Deep-Buried Tunnel Surrounding Rock Damaged Zones

2011 ◽  
Vol 90-93 ◽  
pp. 74-78 ◽  
Author(s):  
Jun Hu ◽  
Ling Xu ◽  
Nu Wen Xu
Keyword(s):  
Numerical Analysis ◽  
Mechanical Response ◽  
Progressive Failure ◽  
Process Analysis ◽  
Failure Process ◽  
Water Inrush ◽  
Surrounding Rock ◽  
Factors Affecting ◽  
Rock Failure Process ◽  
Tunnel Instability

Fault is one of the most important factors affecting tunnel instability. As a significant and casual construction of Jinping II hydropower station, when the drain tunnel is excavated at depth of 1600 m, rockbursts and water inrush induced by several huge faults and zone of fracture have restricted the development of the whole construction. In this paper, a progressive failure progress numerical analysis code-RFPA (abbreviated from Rock Failure Process Analysis) is applied to investigate the influence of faults on tunnel instability and damaged zones. Numerical simulation is performed to analyze the stress distribution and wreck regions of the tunnel, and the results are consistent with the phenomena obtained from field observation. Moreover, the effects of fault characteristics and positions on the construction mechanical response are studied in details. Some distribution rules of surrounding rock stress of deep-buried tunnel are summarized to provide the reasonable references to TBM excavation and post-support of the drain tunnel, as well as the design and construction of similar engineering in future.

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