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Published: 10 December 2022
Last updated: 28 January 2023

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1

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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2

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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3

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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4

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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5

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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6

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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7

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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8

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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9

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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10

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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11

Jiang, Hua, and Yong-Li Xie. "A new three-dimensional Hoek-Brown strength criterion." Acta Mechanica Sinica 28, no. 2 (April 2012): 393–406. http://dx.doi.org/10.1007/s10409-012-0054-2.

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12

Hua, Yuan, Tai Quan Zhou, and Guo Liang Dai. "Finite Element Analysis of Dongjusi Railway Tunnel within Hard Rock Mass Based on the Unified Rock Mass Strength Criterion." Key Engineering Materials 353-358 (September 2007): 2994–97. http://dx.doi.org/10.4028/www.scientific.net/kem.353-358.2994.

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The twin shear strength criterion has been proposed to consider the intermediate principal stress effect on the rock mass strength. The unified rock mass strength criterion could consider the intermediate principal stress effect on the rock mass strength. The unified rock mass elasto-plastic material model is implemented in ABAQUS user interface. As a case for study, the stability analysis of Dongjusi railway tunnel within hard rock mass is studied using the unified rock mass strength material. For comparison, the Hoek-Brown empirical strength criterion is also chosen for the rock mass material modeling. The computation results show that the plastic zone calculated using the unified rock mass strength criterion is smaller than that using the Hoek-Brown empirical strength criterion. The railway tunnel lining structure is designed according to the unified rock mass strength criterion and greatly makes use of the rock mass potential strength, which decreases engineering cost.
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13

Hoek, Evert, and Paul Marinos. "A brief history of the development of the Hoek-Brown failure criterion." Soils and Rocks 30, no. 2 (May 1, 2007): 85–95. http://dx.doi.org/10.28927/sr.302085.

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The Hoek-Brown failure criterion was developed in the late 1970s to provide input for the design of underground excavations. Bieniawski’s RMR was originally used to link the criterion to engineering geology input from the field but a more specific classification system called the Geological Strength Index (GSI) was introduced in 1995. Both the Hoek Brown criterion and the GSI classification have evolved and continue to evolve to meet new applications and to deal with unusual conditions encountered by users.
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14

Deng, Xianghui, Yuncai Wang, Rui Wang, Daohong Xia, and Zhiqing Zhao. "Application of Modified Hoek–Brown Strength Criterion in Water-Rich Soft Rock Tunnel." Geofluids 2021 (June 7, 2021): 1–12. http://dx.doi.org/10.1155/2021/5552791.

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When a tunnel is excavated in the water-rich soft rock stratum, the strength of the soft rock is greatly reduced due to the seepage of groundwater. The condition may result in engineering accidents, such as large deformation, limit invasion, and even local collapse of the tunnel. Therefore, it is very important to research the stability of the surrounding rock in the water-rich soft rock tunnel. The water-rich disturbance factor considering the seepage influence of groundwater and blasting disturbance is proposed, and the generalized Hoek–Brown strength criterion is modified on the basis of the immersion softening test of soft rock. In accordance with the classical elastic–plastic mechanics theory, the stress, strain, and displacement calculation formulas of the tunnel surrounding rock are derived. The displacement of tunnel surrounding rock is analyzed using the derived formula and the modified Hoek–Brown strength criterion and then compared with the measured value. Results show that the displacement of surrounding rock, which is calculated by modified Hoek–Brown strength criterion considering water-rich disturbance factor and the displacement calculation formula, is close to the measured deformation of surrounding rock in water-rich soft rock tunnel, and the error is small. Therefore, the modified Hoek–Brown strength criterion can be applied to the water-rich soft rock tunnel, and the derived displacement calculation formula can accurately calculate the deformation of tunnel surrounding rock. It is of great significance to the study of surrounding rock stability of water-rich soft rock tunnel.
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15

Salajegheh, Sina, Kourosh Shahriar, Hossein Jalalifar, and Kaveh Ahangari. "VARIATION OF THE INTRINSIC ROCK PROPERTIES ON HOEK-BROWN FAILURE CRITERION PARAMETERS." Rudarsko-geološko-naftni zbornik 36, no. 4 (2021): 73–84. http://dx.doi.org/10.17794/rgn.2021.4.7.

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The Hoek-Brown (H-B) criterion is one of the most commonly used rock failure criteria in recent years. This criterion includes a constant parameter called mi which is a fundamental parameter for estimating rock strength. Due to the importance of the mi parameter in the H-B criterion, it is necessary to conduct comprehensive studies on various aspects of the effect of this parameter on the behavior of rocks. Therefore, in this study, using numerical simulation of the Triaxial Compressive Strength (TCS) tests in PFC-2D code, the effects of microscopic properties of different rocks on the H-B parameter mi have been studied. Based on the results of this study, it was found that the effects of micro-parameters on the H-B parameter mi can be different depending on the type of rock, however this parameter has an inverse relationship to the micro-parameters of bond tensile strength and bond fraction of the rocks. Also, the mi parameter increases with an increase in the micro-parameters of the friction coefficient, the friction angle, the particle contact modulus, and the contact stiffness ratio of rocks.
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16

Benz, Thomas, Radu Schwab, Regina A. Kauther, and Pieter A. Vermeer. "A Hoek–Brown criterion with intrinsic material strength factorization." International Journal of Rock Mechanics and Mining Sciences 45, no. 2 (February 2008): 210–22. http://dx.doi.org/10.1016/j.ijrmms.2007.05.003.

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17

Lakirouhani, Ali, Mohammad Bahrehdar, Jurgis Medzvieckas, and Romualdas Kliukas. "COMPARISON OF PREDICTED FAILURE AREA AROUND THE BOREHOLES IN THE STRIKE-SLIP FAULTING STRESS REGIME WITH HOEK-BROWN AND FAIRHURST GENERALIZED CRITERIA." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 27, no. 5 (June 10, 2021): 346–54. http://dx.doi.org/10.3846/jcem.2021.15020.

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Breakout is a shear failure due to compression that forms around the borehole due to stress concentration. In this paper, the breakout theory model is investigated by combining the equilibrium elasticity equations of stress around the borehole with two Hoek-Brown and Fairhurst generalized fracture criteria, both of which are based on the Griffith criterion. This theory model provides an explicit equation for the breakout failure width, but the depth of failure is obtained by solving a quartic equation. According to the results and in general, in situ stresses and rock strength characteristics are effective in developing the breakout failure area, As the ratio of in-situ stresses increases, the breakout area becomes deeper and wider. Because in the shear zone, the failure envelope of the Fairhurst criterion is lower than the Hoek-Brown failure criterion, the Fairhurst criterion provides more depth for breakout than the Hoek-Brown criterion. However, due to the same compressive strength of the rock in these two criteria, the same failure width for breakout is obtained from these two criteria. Also, the results obtained for the depth of failure from the theoretical model based on the Fairhurst criterion are in good agreement with the laboratory results on Westerly granite.
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18

Marczak, Halina. "Evaluation of the Impact of Hydrostatic Pressure and Lode Angle on the Strength of the Rock Mass Based on the Hoek–Brown Criterion." Studia Geotechnica et Mechanica 37, no. 2 (June 1, 2015): 85–91. http://dx.doi.org/10.1515/sgem-2015-0025.

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Abstract Determination of the global uniaxial compressive strength of rock mass on the basis of the Hoek-Brown failure criterion requires knowledge of the strength parameters: cohesion and the angle of internal friction. In the conventional method for the determination of these parameters given by Balmer, they are expressed by the minimum principal stress. Thus, this method does not allow for the assessment of an impact of hydrostatic pressure and stress path on the value of cohesion, friction angle and global uniaxial compression of rock mass. This problem can be eliminated by using the Hoek-Brown criterion expressed by the invariants of the stress state. The influence of hydrostatic pressure and the Lode angle on the strength parameters of the rock mass was analysed.
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19

Du, Dianchun, Di Lei, Keqi Liu, and Daniel Dias. "Design of Quasi-Rectangular Tunnel Built in the Rock Masses Following Hoek–Brown Failure Criterion." Buildings 12, no. 10 (September 30, 2022): 1578. http://dx.doi.org/10.3390/buildings12101578.

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Although quasi-rectangular tunnels have been widely used in underground projects, there is no related research work that was carried out to design this kind of tunnel excavated in the rock masses that followed the Hoek–Brown (HB) criterion. By transforming the strength parameters of the rocks that obey the HB failure criterion into equivalent strength parameters of the Mohr–Coulomb (MC) criterion, the lining internal forces of a quasi-rectangular tunnel are investigated in this manuscript in light of bending moments and normal forces using the Hyperstatic Reaction Method (HRM). After comparing with the values of a model test and verifying the present method, the influence of different tunnel depths, H, different rock unconfined compressive strengths, σci, and the geological strength parameter GSI on the lining internal forces of the quasi-rectangular tunnel is then investigated. The obtained results indicate that the parameters H, σci, and GSI have a significant effect on the lining internal forces of the quasi-rectangular tunnel. The work presented in this paper provides a theoretical reference for designing the quasi-rectangular tunnel support structure built in the rock masses following the Hoek–Brown criterion.
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20

Zhong, Chun Hui, and Zhi Jun Yang. "Estimation Method of Rockmass Strength Parameters Based on Hoek-Brown Criterion." Applied Mechanics and Materials 501-504 (January 2014): 380–83. http://dx.doi.org/10.4028/www.scientific.net/amm.501-504.380.

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The strength parameters of jointed rockmass is estimated by Hoek-Brown criterion based on Geological Strength Index (GSI).The estimation process is demonstrated by an example , the study shows that it is an economic, practical, and efficient method to estimate the rockmass strength parameters .
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21

Zhang, Qi, Hehua Zhu, and Lianyang Zhang. "Modification of a generalized three-dimensional Hoek–Brown strength criterion." International Journal of Rock Mechanics and Mining Sciences 59 (April 2013): 80–96. http://dx.doi.org/10.1016/j.ijrmms.2012.12.009.

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22

Yang, Yugui, Feng Gao, and Yuanming Lai. "Modified Hoek?Brown criterion for nonlinear strength of frozen soil." Cold Regions Science and Technology 86 (February 2013): 98–103. http://dx.doi.org/10.1016/j.coldregions.2012.10.010.

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23

Li, Yuan, Qi Liang Liu, and Qing Chi Cai. "Unification of Hoek-Brown Criterion on the Basis of United Strength Theory." Applied Mechanics and Materials 501-504 (January 2014): 415–18. http://dx.doi.org/10.4028/www.scientific.net/amm.501-504.415.

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Based on twin failure mechanism of fracture and shear , the bilinear transitional strength decomposition formula reflecting the nonlinear strength of rock material is proposed,.The decomposed brittle shear formula is integrated and finally the unified strength theory formula characterized by nonlinearity of Hoek-Brown criterion is established. It makes the unified strength theory characterized by nonlinearity of empirical strength criterion, rock mass strength reduction, etc. Besides, it contributes to promote the accuracy and applicability of unified strength theory in rock strength and rock mass strength,especially for the hard rock failure analysis.
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24

Yin, Nan. "Analysis on Surrounding Rock Mass Plastic Zone of Deep Underground Chamber Based on Hoek-Brown Criterion." Advanced Materials Research 838-841 (November 2013): 741–46. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.741.

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Generalized Hoek-Brown criterion is indicated as a dimensionless quantity, on this basis, elastic-plastic analytical method of circular underground chamber is presented based on generalized Hoek-Brown criterion in uniform stress field. Take into account a number of factors such as deep rock mass quality, rock strength, etc, surrounding rock mass plastic zone of deep underground chamber is analyzed by the analytical method. The results show that taking measures to improve the quality of rock mass can effectively control surrounding rock mass plastic zone for soft rock underground chamber, however, taking measures to improve the quality of rock mass can not appreciably control surrounding rock mass plastic zone for hard rock underground chamber.
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25

Yang, Xiao-Li. "Seismic bearing capacity of a strip footing on rock slopes." Canadian Geotechnical Journal 46, no. 8 (August 2009): 943–54. http://dx.doi.org/10.1139/t09-038.

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Most of the seismic calculations currently used for the evaluation of seismic bearing capacity are formulated in terms of a linear Mohr–Coulomb failure criterion. However, experimental evidence shows that a nonlinear failure criterion is able to represent fairly well the failure of almost all types of rocks. In this paper, a nonlinear Hoek–Brown failure criterion is used to estimate the seismic bearing capacity factor of a strip footing on rock slopes in a limit analysis framework. Quasi-static representation of earthquake effects using a seismic coefficient is adopted for the seismic bearing capacity calculations. A linear Mohr–Coulomb failure criterion, tangent to the nonlinear Hoek–Brown failure criterion, is used to derive the objective function that is to be minimized. Upper-bound solutions are obtained by optimization. For static problems, bearing capacity factors related to uniaxial compressive strength, Nσ, are compared. For seismic problems, Nσ factors for different ground inclinations are presented for practical use in rock engineering.
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26

Wang, Meng, Bingrui Chen, and Hongbo Zhao. "Data-Driven Rock Strength Parameter Identification Using Artificial Bee Colony Algorithm." Buildings 12, no. 6 (May 26, 2022): 725. http://dx.doi.org/10.3390/buildings12060725.

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Rock strength parameters are essential to understanding the rock failure mechanism and safely constructing rock excavation. It is a challenging problem for determining the rock failure criterion and its parameters due to the complexity of rock media. This study adopts an artificial bee colony (ABC) algorithm to determine the Hoek-Brown failure criterion, widely used in rock engineering practice, based on experimental data. The ABC-based approach is presented in detail and applied to a collection of experimental data collected from the literature. The ABC-based approach successfully determines the Hoek-Brown failure criterion, and the determined failure envelope is in excellent agreement with the measured curve. The maximum relative error obtained by ABC is only 2.15% and is far less than the 12.24% obtained by the traditional method. Then, the developed approach is applied to the Goupitan Hydropower Station, China, and determines the rheological parameters of soft rock based on the Burgers model. The deformation of an experiment located in the Goupitan Hydropower Station is evaluated based on obtained parameters by the developed approach. The predicted deformation matches the monitored displacement in the field. The obtained parameters of the failure criterion characterize the mechanical behavior of rock mass well. Thus, the method used provides a reliable and robust approach to determining the mechanical parameters of the failure criterion.
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27

Salajegheh, Sina, Kourosh Shahriar, Hossein Jalalifar, and Kaveh Ahangari. "NUMERICAL AND EXPERIMENTAL RESEARCH OF ROCK FAILURE MECHANISM AND ITS DEPENDENCE ON mi HOEK-BROWN FAILURE CRITERION." Rudarsko-geološko-naftni zbornik 36, no. 3 (2021): 157–65. http://dx.doi.org/10.17794/rgn.2021.3.11.

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Rock failure mechanism is one of the most important issues in rock mechanics engineering which plays a key role in the stability analysis of various structures. Therefore, different failure criteria have been proposed to understand the failure mechanism of rocks. One of the most commonly used rock failure criteria is the Hoek-Brown criterion, in which there is a parameter called mi, which is very important to the response provided by this criterion. Due to the importance of conducting extensive studies on this parameter, in this current research, by performing a series of experimental triaxial compressive strength test and numerical simulating in PFC-2D code, the effect of the Hoek-Brown constant mi on the failure mechanism and crack growth of different rocks has been studied. Based on the results of this study, it was found that the effect of parameter mi on the failure mechanism of different rocks varied according to the type of rocks, and the greatest effect of this parameter was on the peak strength of rocks. In addition, it was found that under higher lateral pressures, there are less destructive cracks in rocks, and as a result, they show more ductile behaviour.
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28

Girfanov, Ildar I., Oleg S. Sotnikov, Marat M. Remeev, Azat A. Lutfullin, and Ilnur R. Mukhliev. "Selection of optimal strength criteria for the terrigenous Pashiyan horizon of the Romashkinskoe field Tashliyarskaya area." Georesursy 21, no. 4 (October 30, 2019): 114–18. http://dx.doi.org/10.18599/grs.2019.4.114-118.

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In the process of oil reserves’ development, the in-situ stresses change. Knowledge of rock failure constraints will allow prediction of behavior of rock when subject to subsurface stress change. In this study, we used the results of studies of the Pashiyan sandstone core samples recovered from the Tashliyarskaya area well No. 14403. Six sets of samples, each consisting of three samples taken from the homogeneous intervals at the same depth, were used to determine the ultimate tensile strength, uniaxial and triaxial compressive strength in the in-situ conditions. An analysis of the methods for constructing a rock strength certificate, and comparison of the strength criteria described in State Standard 21153.8-88, the Mohr-Coulomb linear strength criterion and the non-linear Hoek-Brown criterion are provided. The Hoek-Brown criterion has the advantage of describing a non-linear increase in strength with an increase in overburden pressure and more adequately reflects the properties of rock. For the first time, a comparison of applicability of strength criteria obtained by different methods and based on the laboratory core analysis was made to determine their practical applicability. Comprehensive studies of the strength characteristics have never been previously conducted, and the results obtained will serve as the basis for further analysis and application in order to improve the development of the terrigenous Devonian Romashkinskoe field.
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29

Priest, S. D. "Determination of Shear Strength and Three-dimensional Yield Strength for the Hoek-Brown Criterion." Rock Mechanics and Rock Engineering 38, no. 4 (May 2, 2005): 299–327. http://dx.doi.org/10.1007/s00603-005-0056-5.

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30

Poulsen, B. A., D. P. Adhikary, M. K. Elmouttie, and A. Wilkins. "Convergence of synthetic rock mass modelling and the Hoek–Brown strength criterion." International Journal of Rock Mechanics and Mining Sciences 80 (December 2015): 171–80. http://dx.doi.org/10.1016/j.ijrmms.2015.09.022.

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31

Wang, Yalei, Jinming Xu, Junshuai Xu, and Chuanjiang Zhong. "Estimation of Rock Burst Grades Using Rock Mass Strength." Advances in Civil Engineering 2020 (July 18, 2020): 1–14. http://dx.doi.org/10.1155/2020/2517459.

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The traditional rock burst estimation method is usually based on the σc (rock strength) in practice, while the actual occurrence of rock burst depends more on the structure and strength of the rock mass. In this work, the actual rock bursts occurred in a railway tunnel project in Western China, and the σcm (rock mass strength) was calculated by the generalized Hoek–Brown criterion. According to the actual situation of rock bursts, a modified rock burst estimation criterion using the ratio of σcm to σmax (maximum geostress) was proposed. The influence of randomness on the reliability of rock burst estimation criterion was considered. The estimation results based on the traditional and modified method were furthermore compared with those of the actual rock bursts. The results show that σcm calculated by the generalized Hoek–Brown criterion may be considered well in the rock type and strength, construction condition, and structure features of the rock mass; the estimation results of rock burst using the ratio of σc to σmax are quite different from the actual situation, while those using the ratio of the σcm to σmax coincided relatively with the actual rock bursts; the ratios of σcm to σmax, which are greater than 0.167, 0.066 to 0.167, 0.012 to 0.066, and less than 0.012, are corresponded to the slight, medium, strong, and violent grades of the rock bursts, respectively; the randomness of data selection has certain influence on the rock burst estimation criterion, but the variation range is small; the modified estimation criterion of rock burst proposed in this work has a good reliability. The results presented herein are important for tunnel construction and the prevention of rock burst in the high geostress areas.
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32

Lawongkerd, Jintara, Jim Shiau, Suraparb Keawsawasvong, Sorawit Seehavong, and Pitthaya Jamsawang. "Design Equations for Predicting Stability of Unlined Horseshoe Tunnels in Rock Masses." Buildings 12, no. 11 (October 27, 2022): 1800. http://dx.doi.org/10.3390/buildings12111800.

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This paper aims to propose new stability equations for the design of shallow, unlined horseshoe tunnels in rock masses. The computational framework of the upper- and lower-bound finite-element limit analysis is used to numerically derive the stability solutions of this problems using the Hoek–Brown failure criterion. Five dimensionless parameters including the width ratio and the cover-depth ratio of the tunnels, as well as the normalized uniaxial compressive strength, the geological strength index, and the yield parameters of the Hoek–Brown rock masses, are considered in the study. Selected failure mechanisms of the horseshoe tunnels in rock masses are presented to portray the effect of all dimensionless parameters. New design equations for stability analyses of horseshoe tunnels are developed using the technique of nonlinear regression analysis and the average bound solutions. The proposed stability equations are highly accurate and can be used with great confidence by practitioners.
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33

Shao, Kuo-Shih, An-Jui Li, Chee-Nan Chen, Chen-Hsien Chung, Ching-Fang Lee, and Chih-Ping Kuo. "Investigations of a Weathered and Closely Jointed Rock Slope Failure Using Back Analyses." Sustainability 13, no. 23 (December 5, 2021): 13452. http://dx.doi.org/10.3390/su132313452.

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This study presents the case of a landslide triggered by a high groundwater level caused by several days of continuous rainfall in the northeastern region of Taiwan. The slope where this landslide occurred consists of closely jointed and weathered bedrock. By means of finite element limit analysis and the Hoek–Brown failure criterion, this study performed a slope failure simulation similar to the actual landslide and deduced the reasonable value range for the combination of key Hoek–Brown failure criterion parameters through back analyses. The results indicate that the key parameters affecting the bedrock’s slope stability were the geological strength index (GSI) and the disturbance factor (D), whereas the effects of the unconfined compressive strength (σci) were less significant. The results of the back analysis reveal that the suitable D-value range and GSI of closely jointed and weathered sandstone in the northeastern region of Taiwan are 0.8 to 0.9 and 20 to 30, respectively. These back-analyzed value ranges can serve as a reference for broader applications in the preliminary stability analysis of similar rock slopes where it is difficult to perform in situ investigation.
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34

Yue, Rui, Kegang Li, Qingci Qin, Mingliang Li, and Meng Li. "Study on the Weakening Law and Classification of Rock Mass Damage under Blasting Conditions." Energies 15, no. 5 (March 1, 2022): 1809. http://dx.doi.org/10.3390/en15051809.

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To study the effects of declining mechanical parameters caused by blasting excavation on slopes, we introduced the damage degree index Ds, and established a relationship between Ds and the disturbance factor D in the Hoek–Brown criterion, along with a basic quality index BQ for the rock mass. We then explored the change law for the degree of rock damage Ds as a function of the disturbance factor D. We also used a phosphate mine slope in Guizhou Province for reference, and analyzed the process of damage evolution of the slope based on the RHT (Riedel-Hiermaier-Thoma Constitution) in LS-DYNA (Yunnan, China). Results showed a direct relationship between the GSI value in the Hoek–Brown criterion and the initial damage degree of the slope. As Ds increases, D increases exponentially. However, the compressive strength, elastic modulus, cohesion, and internal friction angle decreased nonlinearly, and the tensile strength of the rock mass decreased linearly. Among these parameters, the compressive strength decreased the most rapidly, while the internal friction angle decreased slowly. We also established a new grade for rock self-stabilization with Ds as the evaluation standard. Thus, these results may provide a theoretical basis for determining the mechanical properties of rocks for future slope protection and stability evaluations.
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35

Ai, Ting, Ru Zhang, Li Ren, and Wen Xi Fu. "Non-Linear Hoek-Brown Shear Strength Reduction Technique Considering the Effect of Dilation." Advanced Materials Research 446-449 (January 2012): 1524–30. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.1524.

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In order to implement the non-linear Hoek-Brown (HB) shear strength reduction (SSR) on commercially available softwares, this paper derives the relationship between the Drucker-prager (DP) criterion and HB criterion under the condition of plane strain. The equivalent DP parameters can be approximately estimated after serious transformations of parameters between the HB and Mohr-Coulomb (MC) yield functions. To assess the effect of dilation on the stability of slope, the non-associated flow rule, which cannot be contained in the existing limit equilibrium methods, is selected in our analysis, and the SSR-based results of a simple slope indicate that: If the angle of dilatancy ψ is taken to be zero, the factor of safety calculated by the SSR method is very close to that by the limit equilibrium method; if ψ is greater than zero, the factor of safety calculated by the SSR method is greater than that by the limit equilibrium method, and the effect of dilation on the stability of slope can be approximately described by a liner function.
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36

Michalowski, Radoslaw L., and Dowon Park. "Stability assessment of slopes in rock governed by the Hoek-Brown strength criterion." International Journal of Rock Mechanics and Mining Sciences 127 (March 2020): 104217. http://dx.doi.org/10.1016/j.ijrmms.2020.104217.

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37

Bagheripour, Mohammad Hossein, Reza Rahgozar, Hassan Pashnesaz, and Mohsen Malekinejad. "A complement to Hoek-Brown failure criterion for strength prediction in anisotropic rock." Geomechanics and Engineering 3, no. 1 (March 25, 2011): 61–81. http://dx.doi.org/10.12989/gae.2011.3.1.061.

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38

Deng, Dong-ping, Lian-heng Zhao, and Liang Li. "Limit equilibrium analysis for rock slope stability using basic Hoek–Brown strength criterion." Journal of Central South University 24, no. 9 (September 2017): 2154–63. http://dx.doi.org/10.1007/s11771-017-3624-4.

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39

Yang, Qun, YueWen Zan, and Li Guang Xie. "Comparative analysis of the nonlinear unified strength criterion for rocks and other three-dimensional Hoek–Brown strength criteria." Geomechanics and Geophysics for Geo-Energy and Geo-Resources 4, no. 1 (August 24, 2017): 29–37. http://dx.doi.org/10.1007/s40948-017-0072-4.

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40

Marinos, P. V., and G. Tsiambaos. "STRENGTH AND DEFORMABILITY OF SPECIFIC SEDIMENTARY AND OPHIOLITHIC ROCKS." Bulletin of the Geological Society of Greece 43, no. 3 (January 24, 2017): 1259. http://dx.doi.org/10.12681/bgsg.11302.

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The paper deals with the evaluation of strength and deformability of sedimentary rocks and ophiolites based on the processing of laboratory testing results. Characteristic values and their typical range for the parameters σci, Ei , as well as the Modulus Ratio (MR) are presented. These parameters are significant for the estimation of the strength and deformability of the rock mass since σci is basic component for the solution of Hoek-Brown failure criterion and Ei and MR are important components of the latest rock mass deformability expression (Hoek-Diedrichs, 2006). The recent site investigation and laboratory work undergone for the design of numerous tunnels in the Greek territory provided very good and sufficient data, derived from a specifically established database, for the estimation of strength and deformability of specific rocks. These rocks are sandstones and siltstones of flysch and molassic formations, as well as limestones and ophiolites.
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41

Martin, C. D., P. K. Kaiser, and D. R. McCreath. "Hoek-Brown parameters for predicting the depth of brittle failure around tunnels." Canadian Geotechnical Journal 36, no. 1 (August 8, 1999): 136–51. http://dx.doi.org/10.1139/t98-072.

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A review of underground openings, excavated in varying rock masstypes and conditions, indicates that the initiation of brittlefailure occurs when the damage index, Di, expressed as theratio of the maximum tangential boundary stress to the laboratoryunconfined compressive strength exceeds approx0.4. When thedamage index exceeds this value, the depth of brittle failure around a tunnel can be estimated by using a strengthenvelope based solely on cohesion, which in terms of theHoek-Brown parameters implies that m = 0. It is proposed that inthe brittle failure process peak cohesion and friction are notmobilized together, and that around underground openings thebrittle failure process is dominated by a loss of the intrinsiccohesion of the rock mass such that the frictional strengthcomponent can be ignored for estimating the depth of brittlefailure, an essential component in designing support for theopening. Case histories were analyzed using the Hoek-Brownfailure criterion, with traditional frictional parameters, and withthe proposed brittle rock mass parameters: m = 0 and s = 0.11. Theanalyses show that use of a rock mass failure criteria withfrictional parameters (m > 0) significantly underpredicts thedepth of brittle failure while use of the brittle parametersprovides good agreement with field observations. Analyses usingthe brittle parameters also show that in intermediate stressenvironments, where stress-induced brittle failure is localized, atunnel with a flat roof is more stable than a tunnel with anarched roof. This is consistent with field observations. Hence,the Hoek-Brown brittle parameters can be used to estimate thedepth of brittle failure around tunnels, the support demand-loadscaused by stress-induced failure, and the optimum geometry of theopening.Key words: spalling, depth of failure, rock mass strength, brittle failure criterion, cohesion loss, Hoek-Brown brittle parameters
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42

Roslan, R., RC Omar, I. N. Z. Baharuddin, Hairin Taha, M. M. Fared, and W. N. S. W. Hashim. "Determination of Segari Rock Slope Excavation Technique using Geological Strength Index (GSI)." International Journal of Engineering & Technology 7, no. 4.35 (November 30, 2018): 819. http://dx.doi.org/10.14419/ijet.v7i4.35.23114.

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Segari - Ayer Tawar rock materials were generally characterized as slightly weathered (Grade II) to moderately weathered (Grade III). Laboratory tests such as Brazilian tensile strength and point load strength index including direct shear strength were carried out using collected weathering sample from borehole to assess the rock strength. Hence, index testing was used to predict geological strength index, rock failure criterion from Hoek-Brown and deformation modulus mainly for the classification of rock mass engineering properties. The relationship between the uniaxial compressive strength and geological strength index of rocks were used in proposing suitable methods for cutting the rock slope.
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43

Liu, Chao, Yanhui Han, Hui–Hai Liu, and Younane N. Abousleiman. "Wellbore-Stability Analysis by Integrating a Modified Hoek-Brown Failure Criterion With Dual-Porochemoelectroelastic Theory (includes associated erratum)." SPE Journal 24, no. 05 (May 30, 2019): 1957–81. http://dx.doi.org/10.2118/195685-pa.

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Summary When drilling through naturally fractured formations, the existence of natural fractures affects the fluid diffusion and stress distribution around the wellbore and induces degradation of rock strength. For chemically active formations, such as shale, the chemical–potential difference between the drilling mud and the shale–clay matrix further complicates the nonmonotonic coupled pore–pressure processes in and around the wellbore. In this work, we apply a recently formulated theory of dual–porosity/permeability porochemoelectroelasticity to predict the time evolution of mud–weight windows, while calculating stresses and pore pressure around an inclined wellbore drilled in a fractured shale formation. The effects of natural–fracture geometric and spatial distributions coupled with the chemical activity are considered in the wellbore–stability analysis. To account for the degrading effect of the fractured shale matrix on the bulk rock strength, a modified Hoek–Brown (MHB) criterion is developed to more closely describe the in–situ state of stress effects on the compressive shearing strength at great depth. Compared with the original Hoek–Brown (HB) failure criterion, the MHB criterion considers the influence of the intermediate principal stress and thus shows better agreement with true–triaxial data for various rocks at varying stress levels. The MHB criterion converges to the original HB criterion when the confining in–situ stresses are equal. Two field case studies indicate that this novel integrative methodology is capable of predicting the operational drilling–mud–weight windows used in these two cases. Another advantage of this newly developed technique is that it can be used as a back–analysis tool to estimate the fracture–matrix permeability from field operational data.
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44

Kim, Hyung-Mok. "Stability Analysis for Ground Uplift in Underground Storage Caverns for High Pressurized Gas using Hoek-Brown Strength Criterion and Geological Strength Index (GSI)." Journal of Korean Society For Rock Mechanics 24, no. 4 (August 31, 2014): 289–96. http://dx.doi.org/10.7474/tus.2014.24.4.289.

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45

Mahmutoğlu, Yılmaz, and Gökhan Şans. "Comparison of Post-Failure Strength of Micro-cracked Marble with Hoek-Brown Failure Criterion." Pamukkale University Journal of Engineering Sciences 26, no. 8 (2020): 1365–72. http://dx.doi.org/10.5505/pajes.2020.27543.

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46

Gomes, Guilherme J. C., John H. Forero, Eurípedes A. Vargas, and Jasper A. Vrugt. "Bayesian inference of rock strength anisotropy: Uncertainty analysis of the Hoek–Brown failure criterion." International Journal of Rock Mechanics and Mining Sciences 148 (December 2021): 104952. http://dx.doi.org/10.1016/j.ijrmms.2021.104952.

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47

Xu, H., and H. M. Wen. "A Spherical Cavity Expansion Penetration Model for Concrete Based on Hoek–Brown Strength Criterion." International Journal of Nonlinear Sciences and Numerical Simulation 13, no. 2 (April 1, 2012): 145–52. http://dx.doi.org/10.1515/ijnsns.2011.099.

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Abstract A spherical cavity expansion model for concrete is first proposed by using an elastic-brittle-plastic material law with Hoek–Brown strength criterion. The constitutive model can capture the basic features of the mechanical response of concrete materials including the effects of strain-softening and pressure hardening (pressure-dependent shear strength) and all the parameters used in the model can be determined from material tests. The forcing function obtained from the spherical cavity expansion analysis is then employed to construct a penetration model for concrete targets struck by ogival-nosed projectiles. It transpires that the present model predictions are in good agreement with experimental observations in terms of penetration depth and ballistic limits/residual velocities in the case of perforation.
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48

Jianxin, Han, Li Shucai, Li Shuchen, and Wang Lei. "Post-peak Stress-strain Relationship of Rock Mass Based on Hoek-Brown Strength Criterion." Procedia Earth and Planetary Science 5 (2012): 289–93. http://dx.doi.org/10.1016/j.proeps.2012.01.049.

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49

Sofianos, A. I. "Tunnelling Mohr–Coulomb strength parameters for rock masses satisfying the generalized Hoek–Brown criterion." International Journal of Rock Mechanics and Mining Sciences 40, no. 3 (April 2003): 435–40. http://dx.doi.org/10.1016/s1365-1609(03)00017-0.

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50

Zhu, Hehua, Qi Zhang, Boqi Huang, and Lianyang Zhang. "A constitutive model based on the modified generalized three-dimensional Hoek–Brown strength criterion." International Journal of Rock Mechanics and Mining Sciences 98 (October 2017): 78–87. http://dx.doi.org/10.1016/j.ijrmms.2017.07.012.

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