Characterizing block geometry in jointed rockmasses

Kalenchuk, K. S.; Diederichs, Mark S.; McKinnon, Stephen D.

doi:10.1016/j.ijrmms.2006.04.004

Cited by 69 publications

(54 citation statements)

References 17 publications

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“…The lack of accessibility often forces the measurements being collected at the bottom of the rock wall, which may not represent the fracture pattern at the source. This issue has been discussed in the literature and several procedures have been proposed to overcome it (Da Gama, 1977: Miles, 1972Hudson and Priest, 1979;Lu and Latham, 1999;Kalenchuk et al 2006;Stavropoulou, 2014;Elmouttie and Poropat, 2012). The common idea is to use the field measurements of the joints set attributes to develop algorithms which generate stochastically combinations of the joint sets that follow the statistical distributions fitted in the real field measurements.…”

Section: Generation Of the Ibsdmentioning

confidence: 99%

A fractal fragmentation model for rockfalls

2016

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(150-250 words)The impact-induced rock mass fragmentation in a rockfall is analyzed by comparing the In Situ Block Size Distribution (IBSD) of the rock mass detached from the cliff face and the resultant Rockfall Block Size Distribution (RBSD) of the rockfall fragments on the slope. The analysis of several inventoried rockfall events suggests that the volumes of the rockfall fragments can be characterized by a power law distribution. We propose the application of a three-parameter Rockfall Fractal Fragmentation Model (RFFM) for the transformation of the IBSD into the RBSD. A Discrete Fracture Network model is used to simulate the discontinuity pattern of the detached rock mass and to generate the IBSD. Each block of the IBSD of the detached rock mass is an initiator. A survival rate is included to express the proportion of the unbroken blocks after the impact on the ground surface. The model was calibrated using the volume distribution of a rockfall event in Vilanova de Banat in the Cadí Sierra, Eastern Pyrenees, Spain. The RBSD was obtained directly in the field, by measuring the rock blocks fragments deposited on the slope. The IBSD and the RBSD were fitted by exponential and power-law functions, respectively. The results show that the proposed fractal model can successfully generate the RBSD from the IBSD and indicate the model parameter values for the case study.

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Section: Generation Of the Ibsdmentioning

confidence: 99%

A fractal fragmentation model for rockfalls

2016

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“…4 Calculated displacement contours in 3DEC (2 9 12 9 12 m block size) with basal discontinuity set 270°/30°(dip direction/dip), and lateral 000°/90°. Rear release discontinuity set of 090°/90°for the assumed a vertical and fixed, b sloping and free lateral boundaries and for rear release discontinuity set of 270°/70°for the assumed, c vertical and fixed, d sloping and free lateral boundaries b Geotech Geol Eng (2012) 30:991-1011 997 Kalenchuk et al 2006 literature (Kulhawy 1975;Rosso 1976;Bandis et al 1983) there is always a degree of uncertainty regarding the appropriate values to be used when modelling a natural slope. Several values and ratio of normal and shear stiffness were investigated using the 3DEC reference discontinuity set geometry presented in this paper to assess their influence on the slope stability conditions ( Table 5).…”

Section: Influence Of the Normal And Shear Stiffnessmentioning

confidence: 99%

“…11 Block shapes modeled in this paper represented in the classification and block shape diagram proposed by Kalenchuk et al 2006 Kalenchuk et al (2006). The alpha (a) parameter is a measure of the shortening of the short axis of the block while the beta (b) parameter is a measure of the elongation of the long axis of the block; both of which were reported in Table 2.…”

Section: Block Shapementioning

confidence: 99%

Evaluating Kinematic Controls on Planar Translational Slope Failure Mechanisms Using Three-Dimensional Distinct Element Modelling

Brideau

Stead

2012

Geotech Geol Eng

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This paper investigates the importance of kinematic release mechanisms on planar translational slope failure using three-dimensional distinct element codes. The importance of the dip and dip direction of the rear, basal and lateral release surfaces and their influence on failure mechanism, dilation, and the development of step-path failures is illustrated. The three-dimensional block shape and volume of the unstable rock masses simulated with the different discontinuity set geometries are characterized. Two assumed three-dimensional slope models are investigated in order to assess the importance of varying kinematic confinement/release mechanisms. These two assumed boundary conditions are shown to be critical in the development of asymmetrical rock mass deformation patterns. Scale effects due to the block size and discontinuity persistence are shown to control the calculated displacement and failure mechanisms. The numerical modelling results are also demonstrated to be sensitive to the assumed normal and shear stiffness of the discontinuities. The influence of the factors investigated on the failure of a single rock block versus a rock mass are compared and discussed.

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“…Geomechanical properties of the material involved in the slide, from past and current surveys. The slip surface has been placed at the bottom of the Calcare di Socchér formation (Semenza, 1965 (Cai et al, 2004;Kalenchuk et al, 2006;Palmström, 1996Palmström, , 2005, can aid in defining lithotechnical units, while the Joint Roughness Coefficient (JRC), the Joint Compressive Strength (JCS) and the Geological Strength Index (GSI) are necessary for continuum or discontinuum modelling of the rock slope. However, the number of data available for each geological formation are insufficient to obtain spatial distributions at a statistically significant level, thus, making it currently impossible to subdivide the rock masses involved in the event into realistic geomechanical units.…”

Section: Discussionmentioning

confidence: 99%

Technical Note: Implementation of a geodatabase of published and unpublished data on the catastrophic Vaiont landslide

Superchi

Floris

Ghirotti

et al. 2010

Nat. Hazards Earth Syst. Sci.

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Abstract. On 9 October 1963 a catastrophic landslide suddenly occurred on the southern slope of the Vaiont dam reservoir. A mass of approximately 270 million m 3 collapsed into the reservoir generating a wave that overtopped the dam and hit the town of Longarone and other villages nearby. Several investigations and interpretations of the slope collapse have been carried out during the last 45 years, however, a comprehensive explanation of both the triggering and the dynamics of the phenomenon has yet to be provided.In order to re-evaluate the currently existing information on the slide, an electronic bibliographic database and an ESRI-geodatabase have been developed. The chronology of the collected documentation showed that most of the studies for re-evaluating the failure mechanisms were conducted in the last decade, as a consequence of knowledge, methods and techniques recently acquired.

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Characterizing block geometry in jointed rockmasses

Cited by 69 publications

References 17 publications

A fractal fragmentation model for rockfalls

A fractal fragmentation model for rockfalls

Evaluating Kinematic Controls on Planar Translational Slope Failure Mechanisms Using Three-Dimensional Distinct Element Modelling

Technical Note: Implementation of a geodatabase of published and unpublished data on the catastrophic Vaiont landslide

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