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Academic literature on the topic 'Hoek-Brown strength criterion'

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Published: 10 December 2022
Last updated: 28 January 2023

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Journal articles on the topic "Hoek-Brown strength criterion"

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Han, Feng Shan. "Estimation of Strength of Massive Jointed Rock Mass Based on Generalized Hoek-Brown Criterion." Applied Mechanics and Materials 204-208 (October 2012): 259–62. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.259.

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The strength of massive jointed rock mass can be estimated based on Mohr-Coulomb criterion and Hoek-Brown criterion without making expensive experiment of massive jointed rock mass in site. Only using regression analysis, through transformation，Mohr-Coulomb criterion is compared with Hoek-Brown criterion, the strength of jointed rock mass can be economically obtained. In this paper, based on Geological Strength Index GSI and parameter Jv(Joint/m3), the strength of massive jointed rock mass can be obtained. As an example of GSI 24 for massive jointed rock mass is taken, generalized Hoek-Brown criterion is analyzed linearly and approximately using regression analysis, strength of jointed rock mass can be economically obtained That provide economical and effective method for practical engineering analysis
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Chen, H., H. Zhu, and L. Zhang. "Further modification of a generalized three-dimensional Hoek-Brown criterion – the GZZ criterion." Géotechnique Letters 12, no. 4 (December 1, 2022): 1–21. http://dx.doi.org/10.1680/jgele.21.00117.

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This paper presents a further modification of the generalized three-dimensional (3D) Hoek-Brown criterion - the GZZ (generalized 3D Zhang-Zhu) criterion. Specifically, a modification was made by introducing a 3D version of effective mean stress to replace the original 2D version of effective mean stress in the GZZ criterion. The modification overcomes the non-smoothness and non-convexity problems of the GZZ criterion and maintains a simple form of the criterion expression. The modified GZZ criterion can also reduce to the two-dimensional (2D) Hoek-Brown criterion under both triaxial compression and extension conditions and thus inherits the advantages of and uses the same parameters as the Hoek-Brown criterion. Eleven sets of true triaxial test data were collected from publications to evaluate the newly modified GZZ criterion. The results indicate that the newly modified GZZ criterion has the highest or at least the same accuracy for strength prediction among the various 3D versions of the Hoek-Brown criterion that can reduce to the Hoek-Brown criterion and are smooth and convex. Moreover, of the various 3D versions of the Hoek-Brown criterion that can reduce to the Hoek-Brown criterion and are smooth and convex, only the newly modified GZZ criterion can be expressed explicitly.
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Ezendiokwere, Nnamdi, Ogbonna Joel, Victor Aimikhe, and Adewale Dosunmu. "Comparative analysis of non-recursive three-dimensional (3D) modifications of Hoek-Brown failure criterion." Soils and Rocks 45, no. 2 (February 21, 2022): 1–13. http://dx.doi.org/10.28927/sr.2022.070821.

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A comparative analysis of three-dimensional (3D) modifications of Hoek & Brown (1988) rock failure criterion was carried out. The correlations between failure stress and the other principal stresses were first determined using polyaxial test data for five geomaterials including KTB amphibolites, Westerly granite, Dunham dolomite, Shirahama sandstone and Yuubari shale. The prediction accuracies of five non-recursive, three-dimensional modifications to Hoek-Brown failure criteria and the original two-dimensional Hoek-Brown criterion were later investigated using root mean square error and coefficient of determination as measures of misfit. The results reveal that the intermediate principal stress significantly affects strength in geomaterials like the Dunham dolomite. It also moderately affects the strength of geomaterials like the KTB amphibolites, the Westerly granite and the Yuubari shale. Moreover, the intermediate principal stress has mixed effects on strength in the Shirahama sandstone. In addition, the original Hoek-Brown failure criterion could still be used with reasonable accuracy for geomaterials whose strength shows low dependence on the intermediate principal stress. While a three-dimensional Hoek-Brown criterion must be used for geomaterials like the Dunham dolomite, whose strength shows a high dependence on the intermediate principal stress. The original Hoek-Brown failure criteria should be used with caution for geomaterials like the Shirahama sandstone, the KTB amphibolites, the Westerly granite, and the Yuubari shale, whose strength shows either mixed or intermediate dependence on the intermediate principal stress. Average prediction accuracies followed the order: simplified Priest (2012), Ma et al. (2020), and Jiang & Zhao (2015). Both original Hoek & Brown (1988) and Li et al. (2021) criteria were tied, while Liu et al. (2019) was the least.
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Lin, Hang, Wenwen Zhong, Wei Xiong, and Wenyu Tang. "Slope Stability Analysis Using Limit Equilibrium Method in Nonlinear Criterion." Scientific World Journal 2014 (2014): 1–7. http://dx.doi.org/10.1155/2014/206062.

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In slope stability analysis, the limit equilibrium method is usually used to calculate the safety factor of slope based on Mohr-Coulomb criterion. However, Mohr-Coulomb criterion is restricted to the description of rock mass. To overcome its shortcomings, this paper combined Hoek-Brown criterion and limit equilibrium method and proposed an equation for calculating the safety factor of slope with limit equilibrium method in Hoek-Brown criterion through equivalent cohesive strength and the friction angle. Moreover, this paper investigates the impact of Hoek-Brown parameters on the safety factor of slope, which reveals that there is linear relation between equivalent cohesive strength and weakening factorD. However, there are nonlinear relations between equivalent cohesive strength and Geological Strength Index (GSI), the uniaxial compressive strength of intact rockσci, and the parameter of intact rockmi. There is nonlinear relation between the friction angle and all Hoek-Brown parameters. With the increase ofD, the safety factor of slopeFdecreases linearly; with the increase of GSI,Fincreases nonlinearly; whenσciis relatively small, the relation betweenFandσciis nonlinear, but whenσciis relatively large, the relation is linear; with the increase ofmi,Fdecreases first and then increases.
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Shah, Sandip, and Evert Hoek. "Simplex reflection analysis of laboratory strength data." Canadian Geotechnical Journal 29, no. 2 (April 1, 1992): 278–87. http://dx.doi.org/10.1139/t92-031.

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Linear regression and simplex reflection techniques for fitting laboratory strength data for rocks and soils to linear and nonlinear failure envelopes are presented. The simplex reflection technique is applied to the Hoek-Brown nonlinear failure criterion which is widely used for estimating the strength of jointed rock masses. A comparison between the simplex reflection technique and linear regression analysis, for assessing the parameters associated with the Hoek-Brown criterion, is discussed. The strengths and limitations of the two techniques are compared, and it is established that the simplex technique is superior for fitting the data to any nonlinear criterion. The implementation of the simplex reflection method is presented together with an algorithm in the form of a pseudocode for use on computers. Key words : linear regression, simplex reflection, failure criterion, stress, residuals.
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He, Jun Zheng, Zai Quan Wang, Jin Shan Bai, and Li Ming Zhang. "Study on the Hoek-Brown Parameters under Loading and Unloading Triaxial Laboratory Tests." Advanced Materials Research 250-253 (May 2011): 2074–78. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.2074.

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Based on the brittle fracture theory of composite crack, and then overlapping the stresses at the end region of a crack under tension-shear or compression-shear failure conditions, the relationships of parameters in rock macroscopic and microscopic are determined by combining the Hoek-Brown failure criterion. There are many valuable conclusions through a series of loading and unloading triaxial laboratory tests on rock samples. The tension-shear fracture under the unloading triaxial tests at pre-peak is different from the compression-shear fracture under the loading triaxial tests. The Hoek-Brown criterion for rock is applicable and validity under the condition of loading triaxial tests. Because the uniaxial compressive strength is not the fundamental characteristic of rock, the virtual uniaxial compressive strength is proposed for the first time considering the unloading problem. Comparing with the loading tests, the Hoek-Brown material parameters of rock samples change greatly under unloading at pre-peak, and the virtual uniaxial compressive strength improves and Hoek-Brown material constant m reduces.
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Yang, Heng Lin, Zhong Ian Tian, Li Song Zhang, and Xiang Zhen Yan. "Wellbore Stability Analysis of Coal Seam Based on Hoek-Brown Criterion." Advanced Materials Research 383-390 (November 2011): 3882–88. http://dx.doi.org/10.4028/www.scientific.net/amr.383-390.3882.

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Stable evaluation of coal strength is needed in coal well-bore stability analysis. The regular analysis method of wellbore stability adopts Mohr-Coulomb strength criteria to judge the collapse pressure. Coal is dual porosity structure and contains joint fissures richly. Hoek-Brown criterion is much more reasonable to estimate the strength of jointed and fractured rock. So Hoek-Brown criterion is used to analyze the stability of multi-lateral horizontal coal bed methane well. Considering the GSI (geological strength index), structural and surface conditions of coal, the coal and rock mass strength parameters are converted into the underground coal mechanical parameters based on the triaxial test of intact coal. According to the stress state of multi-lateral horizontal well, the borehole collapse formulas are established based on Hoek-Brown Criterion. The effects on the wellbore stability, due to the joint fissures of coal, borehole size, drilling disturbance, are also discussed in this paper.
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Karam, Gebran, and Mazen Tabbara. "Hoek–Brown Strength Criterion for Actively Confined Concrete." Journal of Materials in Civil Engineering 21, no. 3 (March 2009): 110–18. http://dx.doi.org/10.1061/(asce)0899-1561(2009)21:3(110).

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Zhang, L. "A generalized three-dimensional Hoek–Brown strength criterion." Rock Mechanics and Rock Engineering 41, no. 6 (April 3, 2008): 893–915. http://dx.doi.org/10.1007/s00603-008-0169-8.

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Zhang, Lianyang, and Hehua Zhu. "Three-Dimensional Hoek-Brown Strength Criterion for Rocks." Journal of Geotechnical and Geoenvironmental Engineering 133, no. 9 (September 2007): 1128–35. http://dx.doi.org/10.1061/(asce)1090-0241(2007)133:9(1128).

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Dissertations / Theses on the topic "Hoek-Brown strength criterion"

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Stewart, Scott William. "Rock mass strength and deformability of unweathered closely jointed New Zealand greywacke." Thesis, University of Canterbury. Civil Engineering, 2007. http://hdl.handle.net/10092/1224.

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Closely jointed greywacke rock masses are widespread throughout both the North and South Islands of New Zealand and much of New Zealand's infrastructure is constructed upon greywacke rock masses. This thesis deals with determining the rock mass strength of unweathered closely jointed New Zealand greywacke rock masses. Currently, the estimation of rock mass strength and deformability is reasonably well predicted through the use of such empirical failure criteria as the Hoek-Brown failure criterion and empirical expressions to predict deformability. However, previous studies upon predicting the strength and deformability of unweathered closely jointed New Zealand greywacke rock masses has shown that existing empirical methods of determining strength and deformability are unsatisfactory. The problem with predicting rock mass strength and deformability moduli of New Zealand greywacke and the lack of adequate data to calibrate a failure criterion was the starting point for this work. The objective of this thesis was to increase the knowledge of intact and defect properties of closely jointed greywacke, develop reliable rock mass data with which to calibrate a failure criterion and improve the ability to estimate the rock mass strength of greywacke rock masses. A review of existing failure criteria for rock masses was conducted and of these criteria, the Hoek-Brown rock mass failure criteria was selected to calibrate to both the intact rock and rock mass failure data, because of its broad acceptance in the rock mechanics community. A database of greywacke properties was developed based on previous studies upon unweathered greywacke around New Zealand and is attached to the thesis as an Appendix. The database included descriptions of greywacke defect properties and mechanical properties of the intact rock and joints. From this database, inputs could be justified for numerical modelling and later analyses of failure criteria. Records from the construction archives of the Benmore and Aviemore hydroelectric power projects in the South Island of New Zealand were reviewed to obtain information and results from a series of shear tests carried out on unweathered closely jointed greywacke in the 1960s. Data on rock mass strength at failure and rock mass deformability were extracted from these records to assess the predictability of the failure criterion and deformability expressions. Problems experienced during the shear tests at the Aviemore dam site created doubt as to the actual rock mass strengths achieved at failure. The behaviour of these tests was studied using the finite difference code FLAC. The work was aimed at investigating the potential for transfer of shear force between the two concrete blocks sheared in each test and the impact shear force transfer had upon the likely normal stresses beneath each block at failure. The numerical modelling results indicated that a combination of preferential failure occurring in one direction, and doubt in the actual normal load applied to the concrete blocks during testing lead to premature failure in the blocks sheared upstream. The blocks sheared in the opposite direction failed at normal stresses that are reflective of the strength of an unweathered greywacke rock mass, but these results could be explained by failure occurring along defects therefore not satisfying the assumptions of homogeneity typically required of a rock mass failure criterion. The Hoek-Brown failure criterion for intact rock was investigated by fitting it to the largest intact greywacke datasets. For a full set of test data (i.e. including tensile data), the Mostyn & Douglas (2000) variant of the Hoek-Brown failure criterion gave the best fit for a full set of rock mass data. A multiple regression method was developed which improved the fitted curve to intact data in the tensile region and gave the best estimate of tensile strength if no existing lab results for tensile strength were available. These results suggest that the Hoek-Brown failure criterion is significantly limited in its applicability to intact NZ greywacke rock. Hoek-Brown input parameters different to those suggested by Hoek et al (2002) are recommended for using the Hoek-Brown failure criterion for intact NZ greywacke. For closely jointed NZ greywacke rock masses, the results from the shear tests at Aviemore and Benmore were separated into different GSI classes and Hoek-Brown envelopes fitted to the datasets by multiple regression. Revised expressions were proposed for each Hoek-Brown input parameter (mb, s, ab) as a function of the GSI. The resulting revised Hoek-Brown failure envelopes for NZ greywacke offer a significant improvement on the existing criterion used to predict the strength of NZ greywacke intact rock and rock masses. The differences in the behaviour of the reaction blocks that failed before the test blocks and the reduction in rock strength due to sliding along defects from that predicted could be reasoned from recorded observations and the behaviour of the concrete blocks during the shear tests. This study has clearly illustrated the need for continued research in this area. This includes (1) a means of assessing the role of defects upon the shear strength of closely jointed greywacke rock mass into a failure criterion, (2) further modelling of the in-situ shear tests by a discrete element procedure to expressly determine the role of the defect on failure, (3) more testing on rock masses to obtain more data to calibrate a rock mass failure criterion, and (4) more studies on predicting the strength of extremely disturbed rock masses.
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Qian, Qian. "Relationship between input and output : a systematic study of the stability of highly fractured rock slopes using the Hoek-Brown strength criterion." Thesis, 2013. http://hdl.handle.net/2440/82544.

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Rock slope stability is a particularly important topic in rock engineering. The circular failure of highly fractured rock slopes is a critical failure mode that can cause severe damage. Over the past decades, significant research has been devoted to soil slopes and failure modes of rock slopes controlled by discontinuities. However, there have been few attempts to systematically study the circular failure mode of rock slopes. Circular failure is controlled by the strength of the rock mass. While the strength of a rock mass is difficult to measure directly, the Hoek-Brown (HB) strength criterion has proved effective and convenient for its estimation. This research presents a systematic study of the stability of highly fractured rock slopes using the HB strength criterion. Both deterministic analyses and probabilistic analyses are included. The relationship between the input (GSI, mi, σci, and their variability) and the output, Factor of Safety (FS) and Probability of Failure (PF), is investigated. Slide6.0 and a limit equilibrium model programmed in Matlab are used for FS calculations; Monte Carlo simulations are applied for PF calculations. The deterministic analysis aims to characterise the sensitivity of FS to the changes in HB parameters (FS sensitivity). A sensitivity graph analysis and an equation fitting analysis are developed. The sensitivity graph analysis displays the relationship between HB parameters and FS directly. The equation fitting analysis fits a large amount of data generated by Slide6.0 with an equation connecting HB parameters and FS, and then determines FS sensitivity from the derivatives of this equation with respect to HB parameters. It is found that slopes with the same geometry and the same FS (but different combinations of HB parameters) can have quite different sensitivity and GSI is the most critical parameter in this respect. With the increase in GSI, FS becomes increasingly sensitive to the change in GSI and that in σci. The probabilistic analysis investigates the relationship between the variability of HB parameters (quantified by the coefficient of variation COV and scale of fluctuation θ) and PF. Its effectiveness in assessing the impact of FS sensitivity on slope stability is also studied. A series of parametric studies are implemented. It is found that there is a strong relationship between FS sensitivity and PF: for slope cases with identical FS and the same COV of input HB parameters, a slope of higher FS sensitivity has a higher PF, indicating a higher risk. The relative contributions of the variability of HB parameters to PF are also compared. It is found that when the COV of GSI, mi, and σci are identical, the variability of GSI makes the largest contribution; however, when these COV are set to their upper-limit values observed in engineering practice, the high variability of σci makes the largest contribution. Finally, the investigation demonstrates that spatial variability of HB parameters (applicable to mi and σci in this study) has significant influences on slope stability. For a slope with FS > 1, the PF increases as the scale of fluctuation θ of HB parameters increases. Also, larger θ makes the effect of FS sensitivity on slope stability more significant.
Thesis (M.Eng.Sc.) -- University of Adelaide, School of Civil, Environmental and Mining Engineering, 2013
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Coulson, Adam Lee. "Investigation of the Pre to Post Peak Strength State and Behaviour of Confined Rock Masses Using Mine Induced Microseismicity." Thesis, 2009. http://hdl.handle.net/1807/19183.

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As hard rock mining progresses into higher stress mining conditions through either late stage extraction or mining at depth, the rock mass is driven not just to the peak strength, but often well into the post-peak until complete ‘failure’ occurs and easier mining conditions become evident. Limited research has been accomplished in identifying the transition of the rock mass and its behaviour into the post-peak and this research investigates this behaviour in detail. As the rock mass progressively fails, fractures are initiated through intact rock and extension and shear failure of these and pre-existing features occurs. Associated with this failure are microseismic events, which can be used to give an indication of the strength state of the rock mass. Based on an analogy to laboratory testing of intact rock and measurement of acoustic emissions, the microseismicity can be used to identify, fracture initiation, coalescence of fractures (yield), localization (peak-strength), accumulation of damage (post-peak) and ultimate failure (residual strength) leading to aseismic behaviour. The case studies presented in this thesis provide an opportunity to examine and analyse rock mass failure into the post-peak, through the regional and confined failures at the Williams and the Golden Giant mines, both in the Hemlo camp in Northern Ontario, Canada. At the Williams mine, the progressive failure of a sill pillar region into the post-peak was analysed; relating the seismic event density, combined with numerical modelling and a spatial and temporal examination of the principal components analysis (PCA), to characterize the extent, trend and state of the yielding zone, which formed a macrofracture shear structure. Observations of conventional displacement instrumentation, indicates regional dilation or shear of the rock mass occurs at or prior to the point of ‘disassociation’ (breakdown of stable PCA trends) when approaching the residual strength. At the Golden Giant mine, the complete process from initiation to aseismic behaviour is monitored in a highly stressed and confined pendent pillar. The PCA technique, numerical modelling and focal mechanism studies are used to define significant stages of the failure process, in which a similar macrofracture structure was formed. Temporal observations of key source parameters show significant changes prior to and at the point of coalescence and localization.
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Books on the topic "Hoek-Brown strength criterion"

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Doruk, Piril. Analysis of the laboratory strength data using the original and modified Hoek-Brown failure criteria. Ottawa: National Library of Canada = Bibliothèque nationale du Canada, 1991.

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Book chapters on the topic "Hoek-Brown strength criterion"

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Zuo, Jianping, and Jiayi Shen. "The Geological Strength Index." In The Hoek-Brown Failure criterion—From theory to application, 85–104. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-1769-3_6.

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Zuo, Jianping, and Jiayi Shen. "Non-linear Shear Strength Reduction Method for Slope Stability Based on the HB Criterion." In The Hoek-Brown Failure criterion—From theory to application, 161–76. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-1769-3_10.

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"Reliability analysis of slope based on quantified Hoek-Brown strength criterion." In Green Building, Materials and Civil Engineering, 361–64. CRC Press, 2014. http://dx.doi.org/10.1201/b17568-71.

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Serrano, A., A. Perucho, and M. Conde. "Charts for estimating active earth pressures on retaining walls assuming Hoek & Brown non-lineal strength criterion." In Harmonising Rock Engineering and the Environment, 2147–52. CRC Press, 2011. http://dx.doi.org/10.1201/b11646-409.

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"Upper bound analysis and calculation comparison for rock slope stability with Hoek–Brown failure criterion based on strength reduction technique." In Modelling and Computation in Engineering, 161–66. CRC Press, 2010. http://dx.doi.org/10.1201/b10025-30.

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Conference papers on the topic "Hoek-Brown strength criterion"

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Dawson, Ethan, Kwangho You, and Yeonjun Park. "Strength-Reduction Stability Analysis of Rock Slopes Using the Hoek-Brown Failure Criterion." In Geo-Denver 2000. Reston, VA: American Society of Civil Engineers, 2000. http://dx.doi.org/10.1061/40514(290)4.

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Zhang, Lianyang, and K. C. Radha. "Stability Analysis of Vertical Boreholes Using a Three-Dimensional Hoek-Brown Strength Criterion." In GeoFlorida 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41095(365)25.

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Bedi, A., J. P. Harrison, J. Arambarr, and M. Invernici. "Reliability Based Design Using the Hoek-Brown Strength Criterion for Fractured Rock Masses." In Proceedings of the 7th International Symposium on Geotechnical Safety and Risk (ISGSR 2019). Singapore: Research Publishing Services, 2019. http://dx.doi.org/10.3850/978-981-11-2725-0-is16-7-cd.

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Ma, T., B. Cami, S. Javankhoshdel, T. Yacoub, B. Corkum, and J. Curran. "Effect of Disturbance Factor Distribution Function on Stability of an Open Pit Mine." In 56th U.S. Rock Mechanics/Geomechanics Symposium. ARMA, 2022. http://dx.doi.org/10.56952/arma-2022-2221.

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ABSTRACT: The disturbance factor (D) is a parameter in the Generalized Hoek-Brown failure criterion for rock slopes in slope stability. It represents the subsurface damage to the rock material properties resulting from blasting and stress relaxation during excavations. Within the region of assumed damage, a number between zero (undisturbed) and unity (very disturbed) is prescribed as the value of the disturbance factor. Most commonly a uniform value of D is assumed within the entire region of damage, but little research has been done to study the impact of the variation in the D parameter on stability. Through use of an example, this paper examines the effect of various distribution functions of D through the damaged region, such namely, as constant, linearly varying, and exponentially varying. The failure surfaces and factors of safety for the slope as determined via limit equilibrium are also compared with finite element analyses. Varying the distribution of the damage function was found to significantly affect the failure surface and factor of safety. It is recommended that practitioners adopt care to select an appropriate distribution for slope stability analysis. 1. BACKGROUND The Generalized Hoek-Brown method (Hoek and Brown 2018) is widely used for determining rock mass strength in rock mechanics. One application of this method is in the design of open pits in rock masses which requires the evaluation of factor of safety against overall sliding. During excavation, subsurface damage can occur to the surrounding rock masses and cause fracturing. The damage can be caused by two sources: (a) blasting and (b) stress relaxation (Hoek et al. 2002), and can be quantified in the form of a disturbance factor, D, which ranges from a zero (undisturbed) to unity (disturbed) within the rock masses. For slope stability, the shear strength of the rock activated along the slip surface can be obtained by solving Eq. (1) to Eq. (4) (Hoek et al. 2018).
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Longstreth, David, Patrick Brand, Kevin Doherty, Morgan Renner, and Stefani Lukashov. "A PRELIMINARY COMPARISON OF ROCK STRENGTH AND TURBIDITY IN THE COASTAL BELT FRANCISCAN ASSEMBLAGE, SOUTH FORK WAGES CREEK VERSUS SOUTH FORK CASPAR CREEK, USING THE HOEK-BROWN CRITERION, MENDOCINO COUNTY, CALIFORNIA: IMPLICATIONS FOR METHODOLOGY IN UNDERSTANDING TURBIDITY WITHIN HARVESTED WATERSHEDS." In GSA Connects 2022 meeting in Denver, Colorado. Geological Society of America, 2022. http://dx.doi.org/10.1130/abs/2022am-380642.

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