循环冲击作用下砂岩裂缝扩展及渗透率响应特征

王伟; 刘泽; 牛庆合; 常江芳; 袁维; 郑永香; 商松华

doi:10.11883/bzycj-2024-0346

循环冲击作用下砂岩裂缝扩展及渗透率响应特征

doi: 10.11883/bzycj-2024-0346

王伟^{1, 2,},
刘泽^{1, 2},
牛庆合^{1, 2, ,},
常江芳^{1, 2},
袁维^{1, 2},
郑永香^{1, 2},
商松华^{1, 2}

1.
道路与铁道工程安全保障教育部重点实验室，河北石家庄 050043
2.
河北省金属矿山安全高效开采技术创新中心，河北石家庄 050043

基金项目: 国家自然科学基金（12372375）；河北省自然科学基金（E2021210128，A2024210057）

详细信息

作者简介:
王　伟（1978－　），男，博士，教授，wangweiuuu@163.com

通讯作者:
牛庆合（1990－　），男，博士，副教授，qinghniu@163.com

中图分类号: O389; TD853
计量
- 文章访问数: 92
- HTML全文浏览量: 9
- PDF下载量: 12
- 被引次数: 0
出版历程
- 收稿日期: 2024-09-15
- 修回日期: 2025-03-04
- 网络出版日期: 2025-03-05

Characteristics of fracture propagation and permeability response of sandstone under cyclic impact effect

WANG Wei^{1, 2
,},
LIU Ze^{1, 2},
NIU Qinghe^{1, 2
, ,},
CHANG Jiangfang^{1, 2},
YUAN Wei^{1, 2},
ZHENG Yongxiang^{1, 2},
SHANG Songhua^{1, 2}

1.
Key Laboratory of Ministry of Education of Roads and Railway Engineering Safety Control, Shijiazhuang, 050043, Hebei, China
2.
Hebei Metal Mine Safety and Efficient Mining Technology Center, Shijiazhuang, 050043, Hebei, China

摘要

摘要: 为了研究循环冲击作用下砂岩型铀矿的裂缝及渗透率特征，通过霍普金森杆实验系统对砂岩试样进行了循环冲击，分别在试样冲击3次、6次和9次后，测得砂岩试样的动态力学特性。随后，对冲击后的砂岩试样进行CT扫描，并对扫描得到的裂隙进行了三维重构，从而测得孔隙裂隙参数的变化，并对冲击后试样内部结构及损伤影响进行分析。进一步，利用微观渗流模拟对试样进行渗透性分析，获得试样的模拟渗透率变化特征。最后，进行了冲击后试样的渗透率室内试验，测得实际渗透率的变化情况。结果显示：循环冲击使得试样产生累积损伤，降低了其动态力学性能，随着冲击次数的增加，试样内能量循环蓄积-释放，导致裂缝“扩展-压实-再扩展-再压实”；循环冲击过程中，试样内部小而孤立的裂缝逐步形成大且相互贯通的裂缝，而中裂缝同时存在错断、连通的双重效应，呈现非线性变化特征；循环冲击作用使得试样内产生更多复杂裂缝，导致流体渗流通道更多、渗流规模更大；循环冲击3次时，试样形成单一裂缝，渗透率提升340.91%~380.00%；循环冲击6次时，裂缝初步连通，渗透率提升1468.18%~2893.33%；循环冲击九次时，形成连通裂缝网络，渗透率提升4718.18%~9380.00%。研究表明，循环冲击作用能够显著提高砂岩的渗透率，裂缝扩展和连通是渗透率提升的关键驱动因素。
- 砂岩型铀矿 /
- 循环冲击 /
- SHPB /
- CT扫描 /
- 渗流模拟
Abstract: To investigate the fracture and permeability characteristics of sandstone-type uranium ore under cyclic impact, a Hopkinson bar experimental system was used to load sandstone samples by cyclic impacts. The dynamic mechanical properties of the sandstone samples were measured after 3, 6 and 9 impacts. Subsequently, the impacted sandstone samples were subjected to CT scanning, and the crack images obtained from the scans were reconstructed in three-dimensions to measure the changes in pore and fracture parameters. The internal structures and damages in the impacted samples were then analyzed. Furthermore, a microscopic seepage simulation was performed to analyze the permeability of the samples, revealing the changes in the simulated permeability. Finally, permeability tests were conducted on the impacted samples to measure the variations in the actual permeability. Results show that cyclic impacts cause cumulative damage in the specimens, reducing their dynamic mechanical properties. As the number of impacts increases, energy in the specimens accumulates and releases cyclically. This cyclic accumulation and release of energy lead to a process of crack "expansion, compaction, re-expansion, re-compaction". During the cyclic impact process, small and isolated cracks inside the specimen gradually develop into larger, interconnected fractures. Simultaneously, medium-sized cracks exhibit dual effects of faulting and connectivity, presenting nonlinear characteristics. Cyclic impacts induce more complex fractures in the specimens, leading to an increased number of fluid seepage pathways and a larger scale of seepage. When subjected to three cycles of impact, the sample forms a single crack, resulting in a permeability increase of 340.91%−380.00%. After six cycles of impact, the cracks begin to connect, leading to a permeability increase of 1468.18%−2893.33%. With nine cycles of impact, a connected network of cracks forms, resulting in a permeability increase of 4718.18%−9380.00%. The cyclic impact significantly enhances the permeability of sandstone, with crack propagation and connectivity being the key driving factors for the increase in permeability.
- sandstone-type uranium mines /
- cyclic shock /
- SHPB /
- CT scan /
- seepage simulation

HTML全文

图 1 SHPB试验系统示意图

Figure 1. Schematic diagram of SHPB test system

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图 2 孔裂缝三维重构流程

Figure 2. 3D reconstruction process of pores and cracks

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图 3 渗透率测试流程

Figure 3. Permeability testing procedure

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图 4 渗流模拟流程图

Figure 4. Flow chart of seepage simulation

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图 5 SHPB原始波形

Figure 5. SHPB original waveform

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图 6 应力平衡图

Figure 6. Stress balance diagram

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图 7 砂岩试样应力应变曲线

Figure 7. Stress strain curves of samples

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图 8 冲击次数与应变率、峰值强度、弹性模量和峰值应变的关系

Figure 8. Relationship of strain rate, peak strength, elastic modulus and peak strain with impact times

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图 9 冲击后试样裂缝长度占比

Figure 9. Proportion of crack length of samples after impact

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图 10 裂缝密度和冲击次数的关系

Figure 10. The relationship between crack density and impact frequency

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图 11 循环冲击后试样宏观照片

Figure 11. Macroscopic photos of specimens after cyclic impact

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图 12 围压1 MPa砂岩试样CT扫描切片图

Figure 12. CT scan slice image of samples with confining pressure of 1 MPa

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图 13 冲击后试样裂缝三维重构图

Figure 13. 3D reconstruction of samples after impact

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图 14 试样冲击破坏示意图

Figure 14. Schematic diagram of sample after impact failure

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图 15 含主裂缝的代表性体积单元

Figure 15. Representative volume elements containing main cracks

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图 16 代表性体积单元的流体压力分布

Figure 16. Fluid pressure distribution of representative volume element containing main crack

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图 17 循环冲击后试样主裂缝的流线分布

Figure 17. Streamline distribution of main cracks in samples after cyclic impact

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表 1 试样基本参数

Table 1. Basic parameters of samples

密度/
(kg·m⁻³) 纵波波速/
(m·s⁻¹) 抗压强度/
MPa 弹性模量/
GPa 泊松比

2.362 2395 54.19 7.50 0.23

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表 2 循环冲击下试样实测和数值模拟渗透率

Table 2. Actual measurement and numerical simulation of permeability of specimens under cyclic impact

方法渗透率/mD
无冲击冲击3次冲击6次冲击9次

实测值 0.15 0.72 4.49 14.22
数值模拟值 0.88 3.88 13.80 42.40

下载: 导出CSV

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