A 3D Fracture Network Model for the Undisturbed Rock Mass at the Songta Dam Site Based on Small Samples

Han, Xudong; Chen, Jianping; Wang, Qing; Li, Yanyan; Zhang, Wen; Yu, Tianwen

doi:10.1007/s00603-015-0747-5

Cited by 79 publications

(15 citation statements)

References 35 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…Based on the KS goodness-of-fit tests, a negative exponential distribution could accurately fit the fracture spacing of each fracture set. As a result, the location of each fracture centroid could be obtained by using a homogeneous Poisson progress [46,53,55,56].…”

Section: Simulation Of the Discontinuity Intensity And Locationmentioning

confidence: 99%

“…Therefore, considering goodness-of-fit and simple calculation, the Fisher distribution and bivariate empirical distribution were generally used to describe the distribution of the fracture orientations. In this work, the bivariate empirical distribution was used to depict the fracture orientation distributions of each fracture set [46].…”

Section: The Discontinuity Orientation Data Simulationmentioning

confidence: 99%

“…The 3D fracture network model was established based on the volumetric fracture intensity P 32 and the model size. Based on the abovementioned parameters (such as fracture orientation, fracture diameter, and fracture location) and the corresponding statistical distributions, more 3D fracture network models were generated according to the Monte-Carlo simulation method [46].…”

Section: Monte-carlo Simulation and Validationmentioning

confidence: 99%

See 2 more Smart Citations

Determination of Geometrical REVs Based on Volumetric Fracture Intensity and Statistical Tests

et al. 2018

Self Cite

View full text Add to dashboard Cite

This paper presents a method to estimate a representative element volume (REV) of a fractured rock mass based on the volumetric fracture intensity P 32 and statistical tests. A 150 m × 80 m × 50 m 3D fracture network model was generated based on field data collected at the Maji dam site by using the rectangular window sampling method. The volumetric fracture intensity P 32 of each cube was calculated by varying the cube location in the generated 3D fracture network model and varying the cube side length from 1 to 20 m, and the distribution of the P 32 values was described. The size effect and spatial effect of the fractured rock mass were studied; the P 32 values from the same cube sizes and different locations were significantly different, and the fluctuation in P 32 values clearly decreases as the cube side length increases. In this paper, a new method that comprehensively considers the anisotropy of rock masses, simplicity of calculation and differences between different methods was proposed to estimate the geometrical REV size. The geometrical REV size of the fractured rock mass was determined based on the volumetric fracture intensity P 32 and two statistical test methods, namely, the likelihood ratio test and the Wald-Wolfowitz runs test. The results of the two statistical tests were substantially different; critical cube sizes of 13 m and 12 m were estimated by the Wald-Wolfowitz runs test and the likelihood ratio test, respectively. Because the different test methods emphasize different considerations and impact factors, considering a result that these two tests accept, the larger cube size, 13 m, was selected as the geometrical REV size of the fractured rock mass at the Maji dam site in China.

show abstract

Section: Simulation Of the Discontinuity Intensity And Locationmentioning

confidence: 99%

Section: The Discontinuity Orientation Data Simulationmentioning

confidence: 99%

Section: Monte-carlo Simulation and Validationmentioning

confidence: 99%

See 1 more Smart Citation

Determination of Geometrical REVs Based on Volumetric Fracture Intensity and Statistical Tests

et al. 2018

Self Cite

View full text Add to dashboard Cite

show abstract

“…The main objective here is to obtain the soil water retention curve in situ by measuring both SWC and suction. -A thermo-TDR probe which combines dualprobe heat pulse (DPHP) with TDR technology (e.g., [5]). This probe estimates both thermal properties and electromagnetic properties (relative permittivity and DC conductivity).…”

Section: Multi-functional Sensing Probesmentioning

confidence: 99%

Indirect determination of soil water content

Cosenza

2016

E3S Web Conf.

View full text Add to dashboard Cite

Abstract. This manuscript reviews the recent developments in indirect methods used to measure soil watent content (SWC). It focuses on three types of methodological approaches: (i) high-frequency electromagnetic methodologies (dielectric methods and Ground Penetrating Radar), (ii) low-frequency electromagnetic methods (resistivity method and spectral induced polarization-SIP) and (iii) emerging methods (laboratory and ground-based nuclear magnetic resonance-NMR techniques and methods based on fiber optic temperature sensing systems). For each method the physical principles and the corresponding methodology are briefly described first, followed by the recent methodological advances. These recent advances address the following issues: (a) integration of different types of sensors to design new multi-functional devices, (b) miniaturization of low-cost and easily-installed electromagnetic sensors, (c) fusion and assimilation of data acquired from multiple modalities with different sampling rates and spatial resolutions, (d) physical understanding of spectra and distributed parameters measured by SIP and NMR methods, (e) improvement of geophysical inversion techniques combined with fast data acquisitions (4D monitoring of SWC).

show abstract

“…The visible trace length of discontinuities is often taken as representative of actual persistence (ISRM 1978;Priest and Hudson 1981;Park 2005;Palmstr} om 2005;Kim et al 2007;Umili et al 2013;Han et al 2015;Jiang et al 2015) although such practice is questionable (Pells et al 2017). defined linear persistence K L as:…”

Section: Introductionmentioning

confidence: 99%

Forensic Excavation of Rock Masses: A Technique to Investigate Discontinuity Persistence

et al. 2017

View full text Add to dashboard Cite

True persistence of rock discontinuities (areas with insignificant tensile strength) is an important factor controlling the engineering behaviour of fractured rock masses, but is extremely difficult to quantify using current geological survey methodologies, even where there is good rock exposure. Trace length as measured in the field or using remote measurement devices is actually only broadly indicative of persistence for rock engineering practice and numerical modelling. Visible traces of discontinuities are treated as if they were open fractures within rock mass classifications, despite many such traces being non-persistent and actually retaining considerable strength. The common assumption of 100% persistence, based on trace length, is generally extremely conservative in terms of strength and stiffness, but not always so and may lead to a wrong prediction of failure mechanism or of excavatability. Assuming full persistence would give hopelessly incorrect predictions of hydraulic conductivity. A new technique termed forensic excavation of rock masses is introduced, as a procedure for directly investigating discontinuity persistence. This technique involves non-explosive excavation of rock masses by injecting an expansive chemical splitter along incipient discontinuities. On expansion, the splitter causes the incipient traces to open as true joints. Experiments are described in which near-planar rock discontinuities, through siltstone and sandstone, were opened up by injecting the splitter into holes drilled along the lines of visible traces of the discontinuities in the laboratory and in the field. Once exposed the surfaces were examined to investigate the pre-existing persistence characteristics of the incipient discontinuities. One conclusion from this study is that visible trace length of a discontinuity can be a poor indicator of true persistence (defined for a fracture area with negligible tensile strength). An observation from this series of experiments was that freshly failed surfaces through pre-existing rock bridges were relatively rough compared to sections of pre-existing weaker areas of geologically developed (though still incipient) discontinuities. Fractographic features such as hackle and rib marks were typical of the freshly broken rock bridges, whereas opened-up areas of incipient discontinuity were smoother. Schmidt hammer rebound values were generally higher for the rock bridge areas, probably reflecting their lower degree of chemical and physical weathering.

show abstract

A 3D Fracture Network Model for the Undisturbed Rock Mass at the Songta Dam Site Based on Small Samples

Cited by 79 publications

References 35 publications

Determination of Geometrical REVs Based on Volumetric Fracture Intensity and Statistical Tests

Determination of Geometrical REVs Based on Volumetric Fracture Intensity and Statistical Tests

Indirect determination of soil water content

Forensic Excavation of Rock Masses: A Technique to Investigate Discontinuity Persistence

Contact Info

Product

Resources

About