一维静载与循环冲击共同作用下砂岩动态力学特性试验研究

范利丹; 徐峰; 余永强; 张志伟; 余雳伟; 周桂杰

doi:10.11858/gywlxb.20210879

一维静载与循环冲击共同作用下砂岩动态力学特性试验研究

doi: 10.11858/gywlxb.20210879

范利丹^{1, 2,},
徐峰¹,
余永强^{1, 2,*, ,},
张志伟³,
余雳伟¹,
周桂杰¹

1.
河南理工大学土木工程学院, 河南焦作　454003
2.
河南省地下空间开发及诱发灾变防治国际联合实验室, 河南焦作　454003
3.
鹤壁煤业集团第四生产部, 河南鹤壁　458000

基金项目: 国家自然科学基金（51874119）；河南省科技攻关项目（212102310974）

详细信息

作者简介:
范利丹（1982－），女，硕士，副教授，主要从事新型建筑材料和地下工程支护材料研究.E-mail：lidanfan@hpu.edu.cn

通讯作者:
余永强（1972－），男，博士，教授，主要从事地下工程与岩土工程研究. E-mail：yyq@hpu.edu.cn

中图分类号: O347; TU458
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出版历程
- 收稿日期: 2021-09-23
- 修回日期: 2021-10-16
- 刊出日期: 2022-05-30

Experimental Study of Dynamic Mechanical Characteristics of Sandstone under One-Dimensional Coupled Static-Cyclic Impact Loads

FAN Lidan^{1, 2
,},
XU Feng¹,
YU Yongqiang^{1, 2,*
, ,},
ZHANG Zhiwei³,
YU Liwei¹,
ZHOU Guijie¹

1.
School of Civil Engineering, Henan Polytechnic University, Jiaozuo 454003, Henan, China
2.
International Joint Research Laboratory of Henan Province for Underground Space Development and Disaster Prevention, Jiaozuo 454003, Henan, China
3.
The Fourth Production Department of Hebi Coal Industry Group, Hebi 458000, Henan, China

摘要

摘要: 以硬岩巷道的煤系砂岩为研究对象，利用改进的动静组合加载分离式霍普金森压杆系统进行轴压梯度为5、15、20 MPa，冲击气压梯度为0.8、1.0、1.2 MPa的一维循环冲击压缩试验。结果表明：整个循环冲击过程中，在不考虑轴压和冲击气压的情况下，砂岩的峰值应力随着冲击次数的增加呈现先增大后减小的变化趋势，而峰值应变、最大应变及平均应变率均呈现相反的变化趋势；在相同的冲击气压下，砂岩的峰值应力和累计循环冲击次数随轴压的增大而减小；在相同的轴压下，随着冲击气压的增大，峰值应力不断增大，而累计冲击次数却先增大后减小；在一维静载与循环冲击的共同作用下，砂岩的整个冲击过程可划分为压密阶段、内部裂纹发展阶段和加速破坏阶段。研究表明，地下深部矿柱失稳大概率是在静载与动载的相互作用下导致的，而动载的频繁扰动是矿柱失稳的主要影响因素。
- 煤系砂岩 /
- 累计循环冲击 /
- 分离式霍普金森压杆 /
- 峰值应力 /
- 单位体积耗能 /
- 破坏模式
Abstract: The coal measures sandstones in hard rock roadways were collected as the research samples, and a modified dynamic and static combined split Hopkinson pressure bar (SHPB) system was adopted to perform one-dimensional cyclic impact compression tests with the axial pressure of 5, 15 and 20 MPa and the impact pressure of 0.8, 1.0 and 1.2 MPa. Experimental results indicate that the peak stress of sandstones increase and then decrease with the increase of the impact times, while the peak strain, maximum strain and average strain rate show the opposite trends in the whole cyclic impact process without considering the axial pressure and impact pressure. Under the same impact pressure, the peak stress and cumulative cyclic impact times decrease with the increase of the axial pressure, while under the same axial pressure, the peak stress increase with the increase of the impact pressure, and cumulative impact times increase and then decrease. Under the action of one-dimensional coupled static and cyclic impact loads, the whole impact process of sandstone could be divided into the compacted stage, the internal crack development stage and the accelerated failure stage. The results of this experimental study show that the high probability of deep underground mine prop is caused by the interaction between static and dynamic loads, and the frequent disturbance of dynamic load is one of the key influencing factors.
- coal measures sandstone /
- cumulative cyclic impact /
- split Hopkinson pressure bar /
- dynamic peak stress /
- absorbed energy per unit volume /
- failure mode

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图 1 SHPB 试验装置

Figure 1. SHPB test apparatus

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图 2 SHPB试验装置示意图

Figure 2. Sketch of the SHPB system

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图 3 砂岩的动态应力均衡检验

Figure 3. Calibration of dynamic stress balance of sandstone

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图 4 一维动静组合加载模型示意图

Figure 4. Sketch of model under one-dimensional coupled static and dynamic loads

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图 5 砂岩试样循环冲击原始波形

Figure 5. Original waveforms of cyclic impacts for sandstone samples

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图 6 砂岩试样在循环冲击荷载下的应力-应变曲线

Figure 6. Stress-strain curves of sandstone subjected to cyclic impact

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图 7 峰值应力及最大应变与冲击次数的关系

Figure 7. Variations of peak stress and maximum strain with impact times

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图 8 峰值应力与循环冲击次数的关系

Figure 8. Relationship between peak stress and cyclic impact times

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图 9 最大应变与循环冲击次数的关系

Figure 9. Relationship between the maximum strain and cyclic impact times

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图 10 平均应变率与循环冲击次数的关系

Figure 10. Relationship between average strain rate and cyclic impact times

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图 11 冲击次数与冲击气压的关系

Figure 11. Relationship between impact times and impact pressure

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图 12 冲击次数与预加轴压的关系

Figure 12. Relationship between impact times and preloading axial pressure

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图 13 单位体积耗能与循环冲击次数的关系

Figure 13. Relationship between energy consumption per volume and cyclic impact times

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图 14 循环冲击作用下砂岩的破坏形态

Figure 14. Failure morphology of sandstone under cyclic impact loads

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图 15 循环冲击作用下砂岩的破坏模式

Figure 15. Failure mode of sandstone under cyclic impact loads

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表 1 砂岩的静态物理力学参数

Table 1. Static physical and mechanical parameters of sandstone

f_cu/MPa	f_t/MPa	E/GPa	$\,\mu $	v/(m·s⁻¹)
116.94	5.30	31.25	0.26	3923

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表 2 代表性试样的基本物理参数及加载方案

Table 2. Basic parameters of the representative samples and the loading scheme

Sample No.	L/mm	D/mm	$\,\rho $_s/(kg·m⁻³)	$\sigma $_as/MPa	p_c/MPa
S3-1 S3-2 S3-3 S3-4 S3-5 S3-6 S3-7	24.97 25.26 25.38 25.26 25.35 25.04 24.94	49.56 49.60 49.53 49.84 49.90 49.88 49.65	2591 2571 2567 2561 2580 2564 2628	5 15 20 15 20 15 20	0.8 0.8 0.8 1.0 1.0 1.2 1.2

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表 3 代表性试样的总循环冲击次数

Table 3. Total number of the cyclic impacts of the representative samples

S3-1	S3-2	S3-3	S3-4	S3-5	S3-6	S3-7
15	10	8	11	9	6	2

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