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Yankun Wang - One of the best experts on this subject based on the ideXlab platform.
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an empirical relation for parameter m i in the hoek brown criterion of anisotropic intact rocks with consideration of the Minor Principal Stress and Stress to weak plane angle
Acta Geotechnica, 2020Co-Authors: Tao Wen, Huiming Tang, Lei Huang, Asif Hamza, Yankun WangAbstract:The parameter mi accounts for the anisotropy of rock strength, and the accurate determination of mi is a primary requirement of the Hoek–Brown (H–B) strength criterion. In this study, a relation for mi as a bivariate, second-order, polynomial function of the Minor Principal Stress (σ3) and the angle (β) between the major Principal Stress and weak plane is developed. First, the possible contribution of σ3 and β to mi is systematically investigated based on substantial uniaxial and triaxial compression test data of various rock types collected from the available literature. This investigation allows mi to be described in terms of σ3 and β. A self-defined fitting function is adopted to formulate the functional relationship among these metrics. Using this relation, the H–B strength criterion is modified, and its performance is evaluated in two examples. The examples illustrate the improved ability of the modified criterion to determine the strength of metamorphic and sedimentary rocks. The applicability of this criterion to additional rock types warrants further study.
E Eberhardt - One of the best experts on this subject based on the ideXlab platform.
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the hoek brown failure criterion
Rock Mechanics and Rock Engineering, 2012Co-Authors: E EberhardtAbstract:List of Symbols r1 Major Principal Stress r3 Minor Principal Stress Co Uniaxial compressive strength mi Hoek–Brown material constant (intact rock) mb Hoek–Brown material constant (rock mass) s Hoek–Brown material constant a Hoek–Brown material constant GSI Geological Strength Index D Disturbance factor To Uniaxial tensile strength r3max Upper limit of confining Stress r Coefficient of determination
Bhanuman Barman - One of the best experts on this subject based on the ideXlab platform.
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solution of Minor Principal Stress for generalized hoek brown rock material in two dimension using newton raphson method
Geotechnical and Geological Engineering, 2020Co-Authors: Vinay Kumar, A Burman, N Himanshu, Bhanuman BarmanAbstract:Two dimensional generalized Hoek et al. (2002) criteria is very popular for determining the strength of rock materials worldwide. While using this criterion, it is usually required to determine the Minor Principal Stress first. Since, GHB criteria is a nonlinear function of Minor Principal Stress, its solution is not very straightforward and simple. Few analytical and numerical solution to find out the value of Minor Principal Stress already exist. Some solutions are unable to give acceptable value of Minor Principal Stress for whole range of geological strength index (GSI) values of rocks. In the present paper, a solution strategy based on Newton–Raphson method to determine the value of Minor Principal Stress from GHB criteria in two dimensions is presented. The obtained solution of Minor Principal Stress for few problems are compared with the solutions from existing literature. The proposed solution strategy can determine the value of Minor Principal Stress for whole range of GSI (0–100) very accurately with very less computational effort. Finally, the variation of various rock strength parameters such as angle of internal friction, cohesion and shear Stress are investigated for different values of GSI and disturbance factor (D).
Tao Wen - One of the best experts on this subject based on the ideXlab platform.
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an empirical relation for parameter m i in the hoek brown criterion of anisotropic intact rocks with consideration of the Minor Principal Stress and Stress to weak plane angle
Acta Geotechnica, 2020Co-Authors: Tao Wen, Huiming Tang, Lei Huang, Asif Hamza, Yankun WangAbstract:The parameter mi accounts for the anisotropy of rock strength, and the accurate determination of mi is a primary requirement of the Hoek–Brown (H–B) strength criterion. In this study, a relation for mi as a bivariate, second-order, polynomial function of the Minor Principal Stress (σ3) and the angle (β) between the major Principal Stress and weak plane is developed. First, the possible contribution of σ3 and β to mi is systematically investigated based on substantial uniaxial and triaxial compression test data of various rock types collected from the available literature. This investigation allows mi to be described in terms of σ3 and β. A self-defined fitting function is adopted to formulate the functional relationship among these metrics. Using this relation, the H–B strength criterion is modified, and its performance is evaluated in two examples. The examples illustrate the improved ability of the modified criterion to determine the strength of metamorphic and sedimentary rocks. The applicability of this criterion to additional rock types warrants further study.
Asif Hamza - One of the best experts on this subject based on the ideXlab platform.
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an empirical relation for parameter m i in the hoek brown criterion of anisotropic intact rocks with consideration of the Minor Principal Stress and Stress to weak plane angle
Acta Geotechnica, 2020Co-Authors: Tao Wen, Huiming Tang, Lei Huang, Asif Hamza, Yankun WangAbstract:The parameter mi accounts for the anisotropy of rock strength, and the accurate determination of mi is a primary requirement of the Hoek–Brown (H–B) strength criterion. In this study, a relation for mi as a bivariate, second-order, polynomial function of the Minor Principal Stress (σ3) and the angle (β) between the major Principal Stress and weak plane is developed. First, the possible contribution of σ3 and β to mi is systematically investigated based on substantial uniaxial and triaxial compression test data of various rock types collected from the available literature. This investigation allows mi to be described in terms of σ3 and β. A self-defined fitting function is adopted to formulate the functional relationship among these metrics. Using this relation, the H–B strength criterion is modified, and its performance is evaluated in two examples. The examples illustrate the improved ability of the modified criterion to determine the strength of metamorphic and sedimentary rocks. The applicability of this criterion to additional rock types warrants further study.