砂质泥岩卸荷流变本构模型研究

原先凡; 邓华锋; 李建林

doi:10.11779/CJGE201509024

砂质泥岩卸荷流变本构模型研究 English Version

1. 中国电建集团成都勘测设计研究院有限公司,四川成都 610072; 2. 三峡大学三峡库区地质灾害教育部重点实验室,湖北宜昌 443002; 3. 中国水利水电科学研究院流域水循环模拟与调控国家重点实验室,北京 100044

基金项目: 中国水利水电科学研究院流域水循环模拟与调控国家重点; 实验室开放研究基金项目（IWHR-SKL-201316）; 湖北省高等学校青; 年教师深入企业行动计划项目（XD2014035）

详细信息

作者简介:
原先凡(1988- ),男,河南焦作人,硕士,助理工程师,主要从事水利水电工程地质及岩土工程方面的研究工作。E-mail: xianfanyuan@163.com。。

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出版历程
- 收稿日期: 2014-11-15
- 发布日期: 2015-09-17

Unloading rheological constitutive model for sandy mudstone

1. PowerChina Chengdu Engineering Corporation Limited, Chengdu 610072, China; 2. Key Laboratory of Geological Hazards on Three Gorges Reservoir Area of Ministry of Education,China Three Gorges University, Yichang 443002, China; 3. State Key Laboratory of Simulation and Regulation of Water Cycle in River Basin, China Institute of Water Resources and Hydropower Research, Beijing 100044, China

摘要

摘要: 基于隧洞开挖过程中围岩应力的实际调整路径设计加轴压卸围压条件下的分级卸荷流变实验,对某水电站引水隧洞洞轴线主要穿越的砂质泥岩的卸荷流变力学特性进行研究。试验结果表明：①应力水平低于岩石破坏应力时,砂质泥岩的流变只表现出衰减流变阶段和稳态流变阶段,且随着围压的逐级卸除,应力水平逐渐超过岩石的长期强度,试样的稳态流变速率由最初接近于0的常数逐渐增大至一个大于0的常数;②应力水平高于岩石破坏应力时,砂质泥岩经过衰减流变阶段和稳态流变阶段之后进入非线性加速流变阶段直至发生破坏,通过对比发现,不同卸荷初始围压下试样发生流变破坏的总历时不同,且各试样发生非线性加速流变的启动时间也显著不同。对砂质泥岩卸荷流变试验结果分析表明,西元模型能够较好地描述应力水平低于破坏应力时砂质泥岩的流变特性,但却无法反映应力水平高于其破坏应力时的非线性加速流变特征,基于此,引入岩石非线性加速流变启动元件,通过将其与西元模型相结合建立了一个新的非线性黏弹塑性流变模型,对提出的模型进行参数辨识,并将流变模型拟合结果与试验结果进行对比,结果表明,新建立的卸荷流变本构模型能够较全面地描述砂质泥岩卸荷流变破坏的全过程,证明所建模型是正确合理的。
- 砂质泥岩 /
- 加轴压卸围压 /
- 卸荷流变 /
- 长期强度 /
- 非线性黏弹塑性流变模型
Abstract: Based on the actual adjustment path of the surrounding rock stress in the process of tunnel excavation, the grading unloading rheological tests under unloading confining pressure with axial compression are designed, and the unloading rheological mechanical properties of sandy mudstone which is mainly threaded by the tunnel axis of diversion tunnel of a hydropower station are studied. The test results show that: (1) When the stress level is lower than the rock failure stress, the rheology of sandy mudstone only has the stages of attenuation creep and steady-state creep, and with the unloading of confining pressure step by step, the stress level is gradually over the long-term strength of rock, and the steady-state creep rate of sample gradually increases from being close to 0 originally to a constant greater than 0. (2) When the stress level is higher than the rock failure stress, the sandy mudstone goes into nonlinear acceleration creep stage until destruction after the stages of attenuation creep and steady-state creep. By comparison, the whole time of the sample for rheological damage under different initial unloading confining pressures is different, and the start time of the sample for accelerated nonlinear rheology is also significantly different. The analysis of the test results shows that Nishihara model can well describe the rheological properties of sandy mudstone when the stress level is lower than the failure stress, but it cannot reflect the nonlinear accelerating rheological characteristics when the stress level is higher than its failure stress. Based on this, by introducing a start element of nonlinear acceleration creep of rock and combining with Nishihara model, a new nonlinear visco-elastoplastic rheological model is established. The rheological parameters of the model are identified, and the fitting results of the rheological model are compared with the test results. It is concluded that the proposed unloading rheological constitutive model can fully

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