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基于 Hoek-Brown 准则和等效 Mohr-Coulomb 强度参数的修正最小主应力估算公式。

Modified minimum principal stress estimation formula based on Hoek-Brown criterion and equivalent Mohr-Coulomb strength parameters.

机构信息

School of Geology Engineering and Geometrics, Chang'an University, Xi'an, 710054, China.

JiNan Design Institute of China Railway Engineering Design and Consulting Co. LTD, Jinan, 250022, Shandong, China.

出版信息

Sci Rep. 2023 Apr 19;13(1):6409. doi: 10.1038/s41598-023-33053-x.

DOI:10.1038/s41598-023-33053-x
PMID:37076518
原文链接:https://pmc.ncbi.nlm.nih.gov/articles/PMC10115873/
Abstract

The most critical parameter for determining equivalent values for the Mohr-Coulomb friction angle and cohesion from the nonlinear Hoek-Brown criterion is the upper limit of confining stress. For rock slopes, this value is the maximum value of the minimum principal stress ([Formula: see text]) on the potential failure surface. The existing problems in the existing research are analyzed and summarized. Using the finite element method (FEM), the location of potential failure surfaces for a wide range of slope geometries and rock mass properties are calculated using the strength reduction method, and a corresponding finite element elastic stress analysis was carried in order to determine [Formula: see text] of the failure surface. Through a systematic analysis of 425 different slopes, it is found that slope angle (β) and geological strength index (GSI) have the most significant influence on [Formula: see text] while the influence of intact rock strength and the material constant [Formula: see text] are relatively small. According to the variation of [Formula: see text] with different factors, two new formulas for estimating [Formula: see text] are proposed. Finally, the proposed two equations were applied to 31 real case studies to illustrate the applicability and validity.

摘要

从非线性 Hoek-Brown 准则确定 Mohr-Coulomb 摩擦角和内聚力等效值的最关键参数是围压上限。对于岩质边坡，该值是潜在破坏面上最小主应力 ([Formula: see text]) 的最大值。分析和总结了现有研究中存在的问题。采用有限元法（FEM），通过强度折减法计算了大范围边坡几何形状和岩体特性的潜在破坏面的位置，并进行了相应的有限元弹性应力分析，以确定破坏面的 [Formula: see text]。通过对 425 个不同边坡的系统分析，发现边坡角（β）和地质强度指标（GSI）对 [Formula: see text] 的影响最大，而完整岩石强度和材料常数 [Formula: see text] 的影响相对较小。根据 [Formula: see text] 随不同因素的变化，提出了两个估算 [Formula: see text] 的新公式。最后，将提出的两个方程应用于 31 个实际案例研究，以说明其适用性和有效性。

https://cdn.ncbi.nlm.nih.gov/pmc/blobs/4e3c/10115873/5ec16081b510/41598_2023_33053_Fig14_HTML.jpg
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https://cdn.ncbi.nlm.nih.gov/pmc/blobs/4e3c/10115873/af78b86e560b/41598_2023_33053_Fig8_HTML.jpg
https://cdn.ncbi.nlm.nih.gov/pmc/blobs/4e3c/10115873/d0d584c25a14/41598_2023_33053_Fig9_HTML.jpg
https://cdn.ncbi.nlm.nih.gov/pmc/blobs/4e3c/10115873/d0dff053e857/41598_2023_33053_Fig10_HTML.jpg
https://cdn.ncbi.nlm.nih.gov/pmc/blobs/4e3c/10115873/08bf07fd2759/41598_2023_33053_Fig11_HTML.jpg
https://cdn.ncbi.nlm.nih.gov/pmc/blobs/4e3c/10115873/a7b92645183e/41598_2023_33053_Fig12_HTML.jpg
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