水动力-应力-化学溶蚀耦合作用下劣化灰岩能量演化规律与损伤本构模型

杨忠平; 侯善萌; 张益铭; 高宇豪; 刘新荣

doi:10.11779/CJGE20231109

水动力-应力-化学溶蚀耦合作用下劣化灰岩能量演化规律与损伤本构模型 English Version

杨忠平^{1, 2, 3,},
侯善萌¹,
张益铭¹,
高宇豪¹,
刘新荣^{1, 2, 3}

1.
重庆大学土木工程学院, 重庆 400045
2.
重庆大学山地城镇建设与新技术教育部重点实验室, 重庆 400045
3.
重庆大学库区环境地质灾害防治国家地方联合工程研究中心, 重庆 400045

基金项目:

国家自然科学基金项目 42177125

国家自然科学基金项目 41972266

国家重点研发计划课题 2021YFB3901402

国家重点研发计划课题 2018YFC1504802

详细信息

作者简介:
杨忠平(1981—)，男，博士，教授，主要从事岩土工程、环境岩土等方面的教学与研究工作。E-mail：yang-zhp@163.com

中图分类号: TU43
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出版历程
- 收稿日期: 2023-11-15
- 网络出版日期: 2024-11-13
- 刊出日期: 2025-03-31

Energy evolution and constitutive model for damage of degraded limestone under coupling effects of hydrodynamic-stress-chemical corrosion

YANG Zhongping^{1, 2, 3,},
HOU Shanmeng¹,
ZHANG Yiming¹,
GAO Yuhao¹,
LIU Xinrong^{1, 2, 3}

1.
School of Civil Engineering, Chongqing University, Chongqing 400045, China
2.
Key Laboratory of New Technology for Construction of Cities in Mountain Area of Ministry of Education, Chongqing 400045, China
3.
National Joint Engineering Research Center of Geohazards Prevention in Reservoir Area, Chongqing 400045, China

摘要

摘要: 库水位常年周期性波动，导致消落带基岩处于水动力冲蚀的干湿循环状态，加之覆岩的自重作用，促使基岩强度的劣化。为研究水动力-应力-化学溶蚀耦合条件下岩体劣化规律，在现场调查基础上，开展了该耦合条件下灰岩试样劣化试验，阐明了此条件下灰岩能量演化规律并提出了损伤本构模型。结果表明：根据能率-位移曲线，将岩石破坏过程划分为易损区压密、微裂隙闭合、弹性变形、微裂隙扩展及峰后破坏5个阶段；随着劣化应力的增加，部分耗散能提前释放，耗散能与弹性能相等时的应变逐渐减小；随着干湿循环次数的增加，其破坏时总能量对应力的敏感性增强；揭示了水动力-应力-化学溶蚀耦合机理；提出了水动力-应力-化学溶蚀耦合作用下考虑压密阶段劣化灰岩的损伤本构模型，预测精度较高，可为库区灾害预测防治提供一定的理论指导。
- 水动力-应力-化学溶蚀耦合 /
- 单轴压缩 /
- 能量演化 /
- Weibull分布 /
- 本构模型
Abstract: The reservoir water level undergoes annual cyclical fluctuations, which leads to the state of hydrodynamic erosion of wetting-drying cycles of the bedrock in the hydro-fluctuation belt. In addition, the self-weight of the overlying rock mass also reduces the strength of the bedrock. To study the deterioration law of the rock mass under the coupling of hydrodynamic- stress-chemical corrosion, the degradation tests are conducted on limestone samples based on the field investigations. The law of energy evolution of limestone under the coupling of hydrodynamic-stress-chemical corrosion is elucidated, and the constitutive model for damage is proposed. The results show that according to the energy rate-strain curve, the rock failure process can be divided into five stages: compaction of vulnerable zone, microfracture closure, elastic deformation, microfracture extension, and post-peak failure. With the increase of the degradation stress, part of the dissipative energy is released in advance, and the strain at which the dissipated energy equals the elastic energy gradually decreases. The sensitivity of the total energy to the degradation stress increases with the increase of the wetting-drying cycles. The coupling mechanism of hydrodynamic-stress-chemical corrosion is revealed. The constitutive model for damage considering the deterioration of limestone at the compaction stage under the coupling of hydrodynamic-stress-chemical corrosion is proposed, which has higher prediction accuracy and can provide some theoretical guidance for disaster prediction and prevention in reservoir areas.
- hydrodynamic-stress-chemical corrosion coupling /
- uniaxial compression /
- energy evolution /
- Weibull distribution /
- constitutive model

HTML全文

图 1 水动力-应力耦合山体模型概化图

Figure 1. Generalization diagram of model for mountain under hydrodynamic-stress coupling

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图 2 水动力-应力耦合试验装置

Figure 2. Test devices for hydrodynamic-stress coupling

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图 3 pH=2，3，4情况下岩样劣化结果

Figure 3. Degradation results of samples at pH=2, 3, 4

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图 4 图像处理流程

Figure 4. Image processing process

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图 5 HSCC耦合试验流程图

Figure 5. Flow chart of HSCC tests

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图 6 单轴压缩试验下岩样能量转换示意图

Figure 6. Schematic diagram of energy conversion of rock samples under uniaxial compression test

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图 7 5次循环作用下能率-应变曲线

Figure 7. Energy rate-strain curves under 5 cycles

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图 8 10次循环各劣化应力下应力-应变及能量-应变曲线

Figure 8. Stress-strain and energy strain curves under different axial forces for 10 cycles

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图 9 5次及20次循环作用下能量图

Figure 9. Energy diagram under 5 cycles and 20 cycles

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图 10 HSCC耦合机理示意图

Figure 10. Mechanism diagram of coupling effects of HSCC

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图 11 10次循环下CT扫描结果

Figure 11. CT scanning results under 10 cycles

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图 12 试验曲线与理论曲线对比

Figure 12. Comparison between test and theoretical results

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表 1 HSCC试验方案

Table 1 Test schemes of HSCC

序号	研究内容	加载方式	HSCC试验
序号	研究内容	加载方式	定量	变量
Ⅰ	各循环下灰岩劣化	单轴压缩	应力 (0，1，2 MPa)	n=5，10，15，20
Ⅱ	各应力下灰岩劣化	单轴压缩	循环次数 (5，10，15，20)	p=0，1，2 MPa

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表 2 模型参数

Table 2 Model parameters

循环次数n	轴向应力/MPa	峰值强度/MPa	F₀/ MPa	m	弹性模量拟合值/MPa
5	0	86.26	88.09	37.79	8525
	1	86.07	82.33	36.35	7920
	2	81.74	77.87	33.61	7836
10	0	80.45	77.49	27.11	8043
	1	76.98	78.05	26.70	7150
	2	68.96	68.13	24.29	7034
15	0	74.90	78.65	25.94	6768
	1	65.57	67.70	25.73	6596
	2	58.80	48.37	11.04	6895
20	0	49.41	50.96	22.15	6223
	1	42.87	45.58	22.11	5607
	2	39.12	52.41	10.50	5256

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