Rock joint coefficients and their computerized classification

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scopus – master journals – JCR

ایمپکت فاکتور

۴٫۲۷۶ در سال ۲۰۲۰

شاخص H_index

۲۶ در سال ۲۰۲۱

شاخص SJR

۰٫۹۰۱ در سال ۲۰۲۰

شاخص Quartile (چارک)

Q1 در سال ۲۰۲۰

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Rock joint coefficients and their computerized classification

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Rock joint coefficients and their computerized classification


A computerized method for determining rock joint coefficients is presented. Two  relative similarity indi- cators are  introduced to classify surface morphology of rock joints. The  classification enables to compare investigated and database rock joints. Such a comparison aims at finding the couple of surfaces that are distinguished by  the highest dynamical conformity. The  first absolute indicator results from the Fourier matrix and evaluates wavy shapes of  surfaces. The  second absolute indicator quantifies the heights of surface reliefs and is defined as the root mean square height of the surface outline. Numerical reliability of these indicators is tested within the surface analysis of a series of limestone specimens. Besides the computerized assessment, 25  people have performed visual assessment of these limestone specimens. The  results of visual assessments have been statistically processed and compared to the results received from the computerized procedure. The  newly introduced absolute indicators have proved to be  prospec- tive numerical tools for  evaluating joint rock coefficients.

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  1. Introduction

Recently, a new method for roughness assessment of rock  joints has  been outlined [1].  The  method has  been designed as  a  fully computerized procedure whose scenario resembled the visual method published by Barton and Choubey [2,3].  In that computer- ized  method, visual assessment was  replaced by numerical assess- ment realized by  two similarity indicators. In  that method, both the similarity indicators were represented by the relative unitless ratios that however were occasionally numerically unstable and, in  addition, the  used relative forms proved to  be  conceptually problematic.

In the present contribution, a new version of the computerized method is developed. In this method, the absolute similarity indi- cators are  employed instead of the relative ones. The absolute indi- cators provide a  non-problematic conceptual solution and show better numerical stability. The present study illustrates functional- ity of the new absolute indicators and describes all necessary steps that precede, accompany and accomplish the new computational procedure. The hardware and software of the new procedure have been modified to  be  capable of  processing larger rock   species, whose linear dimensions equal those implemented in  the Barton and Choubey standard visual method [2,3].

The continual interest in roughness coefficients of rock  joints is caused by the fact  that the surface roughness of rock  joints consid-

erably influences the mechanical stability of rock masses. Sufficient stability of rock  masses is a prerequisite for the mechanical stabil- ity  of large civil  engineering structures, such as  tunnels, dams or bridges situated in regions where the rock  masses contain discon- tinuities. Joints, faults, shear zones, bedding surfaces or  foliations are some of the discontinuities that may cause structural weakness of rock masses. In the majority of cases, the stress level  due to grav- ity  loads is smaller than the compressive strength of rocks; thus, there is  little tendency for  intact rocks to  fracture. However, the discontinuities situated within steep slopes show a  tendency to sliding. Shear strength rather than compressive strength is there- fore decisive for stabilizing rock  masses. For this reason, the assess- ment of the shear strength of rock  discontinuities is crucial. Several factors influence shear strength: geometry of discontinuities, sur- face  irregularities, physical properties of  adjacent  rocks, infilling materials,  and groundwater are  some of them. It is not  trivial to decide which one  is most important. The  fact  is that the surface irregularity of rock  joints is one  of the most important factors. Rock joints are  often planar and mostly form a space network embedded into rock  masses (Fig. 1).

In  geotechnics, there is  a  long-lasting interest in  the surface morphology and shear strength of rock  joints. Several models for calculating shear strength exist. These models take into account asperities as  relevant factors influencing shear strength. Patton [4]  was  probably the first  who developed a shear strength model for rough rock  joints. His model was  based on experiments carried out   on   saw-tooth  triangular  asperities. Later   on,   Ladanyi and Archambault [5]  succeeded in  developing a  model that incorpo-

rated the mechanisms of sliding and shearing of asperities into one equation. Kulatilake et al.  [۶,۷]  published alternative peak shear strength criteria for  rock  joints. Their   empirical model for  peak shear strength is  multi-parametric and takes into account the directional dependence of the shear strength.

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