考虑峰后脆性特征的岩石损伤模型

魏安辉; 牟琦; 唐伟; 李军润; 赵海松

doi:10.20174/j.JUSE.2025.04.03

地下空间与工程学报 >

2025 , Vol. 21 >Issue 4: 1126 - 1136

DOI: https://doi.org/10.20174/j.JUSE.2025.04.03

理论与试验研究

考虑峰后脆性特征的岩石损伤模型

魏安辉 ,
牟琦 ,
唐伟 ,
李军润 ,
赵海松

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1.四川省公路规划勘察设计研究院有限公司,成都 610041;
2.西南科技大学土木工程与建筑学院, 四川绵阳 621010;
3.贵州大学土木工程学院, 贵阳 550025;
4.中国工程物理研究院总体工程研究所,四川绵阳 621999

魏安辉(1979—),男,四川宜宾人,硕士,正高级工程师,主要从事岩土工程、地质灾害等领域的勘察设计及研究工作。E-mail:18767372@qq.com

唐伟(1993—),男,四川广安人, 博士, 研究员,主要从事环境岩土研究工作。E-mail:gs.tangw21@gzu.edu.cn

收稿日期: 2024-10-22

网络出版日期: 2025-09-03

基金资助

四川省交通运输科技项目(2021-A-12, 2021-A-07, 2021-A-02);四川省公路规划勘察设计研究院有限公司科研项目(2022-YL-02);十三五国家重点研发计划(2017YFC0804600)

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Rock Damage Model Considering Post-Peak Brittleness Characteristics

Wei Anhui ,
Mou Qi ,
Tang Wei ,
LiJunrun ,
Zhao Haisong

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1. Sichuan Highway Planning, Survey, Design and Research Institute Co., Ltd., Chengdu 610041, P.R. China;
2. School of Civil Engineering and Architecture, Southwest University of Science and Technology, Mianyang, Sichuan 621010, P.R. China;
3. School of Civil Engineering, Guizhou University, Guiyang 550025, P.R. China;
4. Institute of Systems of Engineering, China Academy of Engineering Physics, Mianyang, Sichuan 621999, P.R. China

Received date: 2024-10-22

Online published: 2025-09-03

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摘要

针对现存本构模型岩石峰后曲线模拟效果较差等问题,基于岩石微元强度服从Weibull分布和Drucker-Prager破坏准则的假设,引入曲线形状参数β对岩石杨氏模量和损伤因子进行修正,提出了一种能反映岩石峰后脆性特征的岩石损伤本构模型。最后,将建立的本构模型理论曲线与3种岩石(页岩、大理岩和花岗岩)的常规三轴应力—应变曲线进行对比分析,并结合其他同类模型的分析结果,证实了本文模型的适用性和准确性。结果表明:新模型不仅克服了理论曲线不过原点的缺陷,还很好地描述岩石峰后脆性特征和残余强度对全过程应力—应变行为的影响;对模型参数进行探讨,F值越大,峰值强度越高,M值增大,峰前脆性特征增强,β值越大,峰后延性特征增强。研究成果对深部岩体综合脆性评价模型的建立具有一定的参考价值。

关键词： 本构模型; 曲线特征; 模型验证; 参数分析; 脆性特征

本文引用格式

魏安辉 , 牟琦 , 唐伟 , 李军润 , 赵海松 . 考虑峰后脆性特征的岩石损伤模型[J]. 地下空间与工程学报, 2025 , 21(4) : 1126 -1136 . DOI: 10.20174/j.JUSE.2025.04.03

Abstract

In response to the poor simulation performance of existing constitutive models for rock post-peak curves, a rock damage constitutive model that can reflect the brittle characteristics of rock post peak is proposed based on the assumption that the strength of rock microelements follows Weibull distribution and Drucker Prager failure criterion. The curve shape parameter β is introduced to modify the Young's modulus and damage factor of rock. Finally, the established constitutive model theoretical curve was compared and analyzed with the conventional triaxial stress-strain curves of three types of rocks (shale, marble, and granite), and combined with the analysis results of other similar models, the applicability and accuracy of the model proposed in this paper were confirmed. The results show that: The new model not only overcomes the defect of theoretical curves not reaching the origin, but also well describes the brittle characteristics of rocks after the peak and the influence of residual strength on the stress-strain behavior throughout the entire process. The model parameters is discussed . The larger the F value, the higher the peak strength, the larger the M value, the stronger the brittle characteristics before the peak, and the larger the β value, the stronger the ductility characteristics after the peak. The study results has certain reference value for the establishment of a comprehensive brittleness evaluation model for deep rock masses.

Key words： constitutive model; curve characteristics; model validation; parametric analysis; brittle characteristics

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