基于摆锤加载岩杆SHPB装置的充填体动态力学特性测试方法

牛雷雷; 王聪; 朱万成; 骆柯; 仝文慧

doi:10.11883/bzycj-2023-0433

基于摆锤加载岩杆SHPB装置的充填体动态力学特性测试方法

doi: 10.11883/bzycj-2023-0433

东北大学资源与土木工程学院采矿工程系岩石破裂与失稳研究所，辽宁沈阳 110819

基金项目: 国家重点研发计划（2022YFC2903903）；国家自然科学基金（52374081, U1906208）；黑龙江揭榜挂帅项目（2021ZXJ02A04-03）

详细信息

作者简介:
牛雷雷（1987－　），男，博士，副教授，niuleilei@mail.neu.edu.cn

通讯作者:
朱万成（1974－　），男，博士，教授，zhuwancheng@mail.neu.edu.cn

中图分类号: O348.3
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- 文章访问数: 109
- HTML全文浏览量: 15
- PDF下载量: 28
- 被引次数: 0
出版历程
- 收稿日期: 2023-12-01
- 修回日期: 2024-05-22
- 网络出版日期: 2024-05-28

Test method of dynamic mechanical properties of filling body based on pendulum-loaded rock bar SHPB device

Center for Rock Instability and Seismicity Research, Department of Mining Engineering, School of Resources and Civil Engineering, Northeastern University, Shenyang 110819, Liaoning, China

摘要

摘要: 针对充填体试样SHPB(split Hopkinson pressure bar)试验测试中存在的透射波测量的难点问题，采用岩石长杆代替钢杆作为入射杆和透射杆的方法改进摆锤冲击加载SHPB试验系统，探讨了SHPB试验中黏弹性波的传播及波阻抗匹配问题；基于应力波在岩石杆件系统中的传播规律研究，定义了应力波在入射杆和透射杆上传播的黏性衰减系数、试样-岩杆界面的透反射衰减系数；基于Kelvin-Voigt模型，利用一维波动分析程序，得到了岩石杆件-充填体的波阻抗匹配系数与透反射衰减系数的关系；依据现场充填体特性、波阻抗匹配系数和透反射衰减系数，选取了四种岩石长杆改进摆锤冲击加载SHPB试验装置；利用一维波动分析程序，计算了岩杆的黏性系数、充填体和岩杆界面的应力和应变，分析了透射波的波形特征和信噪比，发现四种岩石与充填体波阻抗的匹配程度从好到差依次为绿砂岩、花岗岩、大理岩、玄武岩；建立了以绿砂岩为入射杆和透射杆的摆锤冲击加载SHPB试验系统，开展了充填体的动态冲击试验，验证了试样中的应力平衡。
- 波阻抗匹配 /
- SHPB /
- Kelvin-Voigt模型 /
- 岩石杆件
Abstract: In order to deal with the difficulty of measuring the transmitted wave in the backfilling SHPB (split Hopkinson pressure bar) test, rock bars are used to instead of steel bar as the incident bar and transmitted bar for improving the pendulum hammer driven SHPB system. The wave impedance matching formula and viscoelastic wave propagation in SHPB test is proposed. Based on the study of stress wave propagation in rock bar systems, the viscosity attenuation coefficients of stress wave propagation in the incident and transmitted rock bars and the reflection and transmission attenuation coefficient of the rock bar-backfilling body are defined. Based on the Kelvin-Voigt model, the effects of rock bar density and wave velocity on the transmitted wave measured of the filling body in the SHPB tests were simulated and analyzed by using a one-dimensional wave propagation analysis procedure. The relationship between the wave impedance matching coefficient and the reflection and transmission attenuation coefficient of the rock bar-backfilling body were obtained. According to the characteristics of field backfilling, the wave impedance matching coefficient and the reflection and transmission attenuation coefficient, four long rock bars were selected to modify the pendulum hammer driven SHPB system. The viscosity coefficient of the rock bar was measured and stresses and strains on the interfaces of rock bar and backfilling body were calculated by using the one-dimensional wave propagation analysis procedure. The stress waveform characteristics and signal-to-noise ratio of the transmitted waves were analyzed. The matching degree of four kinds of rock bars and backfilling wave impedance from good to poor is obtained, which is green sandstone, granite, marble and basalt. The dynamic impacting experiment on the filling body was conducted and the stress balance in the sample was verified. The pendulum hammer driven SHPB system with green sandstone incident bar and transmission bar is established, which provides support for the dynamic mechanical characteristics of the backfilling.
- wave impedance matching /
- SHPB /
- Kelvin-Voigt model /
- rock bars

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图 1 摆锤冲击加载 SHPB试验装置示意图

Figure 1. Diagram of pendulum hammer driven SHPB system

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图 2 应力波在杆件系统中传播

Figure 2. Stress wave propagation in the bars

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图 3 Kelvin-Voigt模型

Figure 3. Kelvin-Voigt model

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图 4 波阻抗匹配系数K与透反射衰减系数β的关系

Figure 4. Relationship between wave impedance matching coefficient K and transmission attenuation coefficient β

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图 5 改进的摆锤冲击加载SHPB试验系统

Figure 5. Modified pendulum hammer driven SHPB system

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图 6 岩石杆件

Figure 6. Rock bars

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图 7 相同冲击速度下的波形对比

Figure 7. Waveform comparison at similar impact velocity

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图 8 四种岩杆-充填体的信噪比与应变率的关系

Figure 8. Relationship between signal-to-noise ratio and strain rate of four rock bar-backfilling

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图 9 试样中应力平衡验证

Figure 9. Verification of stress equilibrium in specimen

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表 1 充填体的配比

Table 1. Material proportion of backfilling

充填体骨料	胶凝材料	灰砂比	固体含量/%
新城金矿的全尾砂	山金SC2020-C	1∶15	72

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表 2 充填体的基本物理力学参数

Table 2. Basic mechanical parameters of backfilling

密度/ （g·cm⁻³）	波速/ （m·s⁻¹）	波阻抗/ （kg·m⁻²·s⁻¹）	抗压强度/ MPa	弹性模量/ GPa
1.86	1989.8	3.7×10⁶	0.6	3.05

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表 3 岩石杆的参数及模拟结果

Table 3. Parameters of the rock bars and simulation results

材料	初始入射电压/mV	岩石密度/ （g·cm⁻³）	岩石波速/ （m·s⁻¹）	岩石杆波阻抗/ （kg·m⁻²·s⁻¹）	充填体波阻抗/ （kg·m⁻²·s⁻¹）	U₁/ mV	U₂/ mV	波阻抗匹配系数K	透反射衰减系数β/%
绿砂岩	9.10	2.470	3399.0	5.38×10⁶	3.7×10⁶	5.90	2.736	1.45	46.38
黄砂岩^[16]		2.182	2467.0	5.86×10⁶		6.09	2.620	1.58	43.02
花岗岩-Ⅰ^[16]		2.561	2981.0	7.63×10⁶		6.31	2.372	2.06	37.59
玄武岩		2.979	5988.0	8.40×10⁶		6.42	2.326	2.27	36.23
灰砂岩^[7]		2.571	3907.0	1.00×10⁷		6.51	2.305	2.71	35.40
红砂岩^[16]		2.383	2457.0	1.16×10⁷		6.55	2.163	3.14	33.03
花岗岩-Ⅱ^[16]		2.627	4425.0	1.24×10⁷		6.72	1.995	3.34	29.69
花岗岩-Ⅲ		2.880	4291.0	1.39×10⁷		6.85	1.895	3.75	27.67
玄武岩^[16]		2.828	6360.0	1.43×10⁷		6.79	1.705	3.85	25.11
石灰岩^[16]		2.716	6772.0	1.78×10⁷		7.40	1.549	4.82	20.93
大理岩		2.920	4754.5	1.80×10⁷		7.32	1.450	4.86	19.81
花岗岩-Ⅳ^[7]		2.632	5415.0	1.84×10⁷		7.30	1.265	4.97	17.33

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表 4 岩石基本力学参数

Table 4. Basic mechanical parameters of the rock

材料	密度/（g·cm⁻³）	波速/（m·s⁻¹）	波阻抗/（kg·m⁻²·s⁻¹）	抗压强度/MPa	抗拉强度/MPa	弹性模量/GPa
绿砂岩	2.47	3399.17	8.396×10⁶	29.8	2.40	8.4
花岗岩	2.88	4290.93	1.236×10⁷	87.6	6.82	26.3
大理岩	2.92	4754.50	1.388×10⁶	98.5	8.12	30.0
玄武岩	2.98	5988.33	1.785×10⁶	182.5	15.23	49.4

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表 5 四种岩石杆件-充填体组合的动态力学参数

Table 5. Dynamic mechanical parameters of four rock bar-backfilling

岩杆种类	黏性系数/ （MPa·s）	摆锤加载速度/ （m·s⁻¹）	应变率/s⁻¹	波阻抗匹配系数K	波阻抗/ （kg·m⁻²·s⁻¹）	电压幅值/V			透射波峰值/ 入射波峰值
岩杆种类	黏性系数/ （MPa·s）	摆锤加载速度/ （m·s⁻¹）	应变率/s⁻¹	波阻抗匹配系数K	波阻抗/ （kg·m⁻²·s⁻¹）	入射	反射	透射	透射波峰值/ 入射波峰值
绿砂岩	1.00	2.57	47.95	2.269	8.396×10⁶	0.553	0.507	0.045	0.16
花岗岩	0.60		46.67	3.340	1.236×10⁷	0.541	0.474	0.033	0.13
大理岩	0.50		45.55	3.752	1.388×10⁶	0.525	0.436	0.019	0.11
玄武岩	0.30		48.76	4.823	1.785×10⁶	0.520	0.436	0.013	0.10
钢杆	0		46.69			0.634	0.619	0	0

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表 6 信噪比与应变率的关系

Table 6. Relationship betweensignal-to-noise ratio and strain rate

岩石杆件	应变率/s⁻¹	信号电压/V	噪音电压/μV	R_sn/dB
绿砂岩	39.56	0.040	683	35.35
	47.95	0.045	667	36.59
	58.83	0.051	652	37.86
	67.21	0.060	663	39.08
	79.02	0.068	669	40.10
花岗岩	35.62	0.029	646	32.96
	45.66	0.033	667	33.90
	54.32	0.038	652	35.31
	66.27	0.042	663	36.03
	77.27	0.047	669	36.93
大理岩	33.22	0.015	652	26.94
	42.55	0.017	663	28.23
	55.79	0.023	667	30.84
	68.23	0.028	652	32.65
	79.36	0.032	669	33.59
玄武岩	39.43	0.013	683	25.78
	48.76	0.016	667	27.66
	58.65	0.020	652	29.60
	69.27	0.023	663	30.65
	80.67	0.025	669	31.34

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