高速冲击下混凝土动力学性质和动态温度研究

黄晨瑞; 穆朝民; 刘安坤; 黄禧隆; 张昌辉

doi:10.11883/bzycj-2024-0272

高速冲击下混凝土动力学性质和动态温度研究

doi: 10.11883/bzycj-2024-0272

黄晨瑞^{1, 3,},
穆朝民^{2, 3, ,},
刘安坤⁴,
黄禧隆²,
张昌辉²

1.
安徽理工大学矿业工程学院，安徽淮南 232001
2.
安徽理工大学安全与科学工程学院，安徽淮南232001
3.
安徽理工大学深部煤矿采动响应与灾害防控国家重点实验室，安徽淮南 232001
4.
安徽理工大学电气与信息工程学院，安徽淮南 232001

基金项目: 安徽理工大学研究生创新基金项目（2022CX2030）；国家重点研发计划（2021YFC3100802）

详细信息

作者简介:
黄晨瑞（1999－　），男，博士研究生，2023100104@aust.edu.cn

通讯作者:
穆朝民（1977－　），男，博士，教授，chmmu@mail.ustc.edu.cn

中图分类号: O347.3
计量
- 文章访问数: 150
- HTML全文浏览量: 18
- PDF下载量: 50
- 被引次数: 0
出版历程
- 收稿日期: 2024-08-01
- 修回日期: 2024-11-06
- 网络出版日期: 2024-11-11

Study on dynamic properties and dynamic temperature of concrete under high-speed impact

HUANG Chenrui^{1, 3
,},
MU Chaomin^{2, 3
, ,},
LIU Ankun⁴,
HUANG Xilong²,
ZHANG Changhui²

1.
School of Mining Engineering, Anhui University of Science and Technology, Huainan 232001, Anhui, China
2.
School of Safety science and Engineering, Anhui University of Science and Technology, Huainan 232001, Anhui, China
3.
State Key Laboratory of Mining Response and Disaster Prevention and Control in Deep Coal Mine, Anhui University of Science and Technology, Huainan 232001, Anhui, China
4.
School of Electrical and Information Engineering, Anhui University of Science and Technology, Huainan 232001, Anhui, China

摘要

摘要: 为研究冲击作用下混凝土的动态力学性质和裂纹处的动态温度，采用系统响应速率达到微秒级的自搭建高速红外测温系统，结合霍普金森压杆试验装置，通过静态标定试验拟合了钢-聚丙烯纤维混凝土(steel-polypropylene fiber reinforced concrete，SPFRC)的温度曲线。结果表明：混凝土试件的温度演化与力学性能存在明显的耦合效应，钢纤维体积掺量对动力学性能和温度影响很大，混凝土抗压强度随着钢纤维掺量的增加而增大；其中1.5%钢纤维体积掺量的试件表现出最佳的力学性能，当钢纤维体积掺量达到2%时，由于混凝土内部空隙增多，导致其力学性能略有下降。在冲击过程中，裂纹处的动态温度效应呈现“台阶状”特征，温度变化分为两个阶段：在裂纹初期温度上升缓慢，而裂纹扩展后摩擦和剪切效应加剧，导致裂纹处温度急剧上升。不同钢纤维体积掺量对温度变化的影响有限，其峰值温度和峰值应力呈现相似规律，温度的主要变化由裂纹扩展和摩擦效应决定。
- 钢-聚丙烯纤维混凝土(SPFRC) /
- 动态温度 /
- 红外测温
Abstract: In order to study the dynamic mechanical properties of concrete and the dynamic temperature at the crack under impact, steel-polypropylene fiber reinforced concrete (SPFRC) was taken as the research object using a self-built high-speed infrared temperature measurement system. The time resolution of the high-speed infrared temperature measurement system is in the order of microsecond. The concrete temperature curve was fitted by static calibration test as a reference. Combined with the Hopkinson pressure bar test device, the dynamic properties of SPFRC specimens with different steel fiber contents and the dynamic temperature change at the crack were studied. The results indicate a significant coupling effect between the temperature evolution and mechanical properties of the concrete specimens and substantial influences of the steel fiber content on both dynamic performance and temperature. Specifically, as the steel fiber content increases, the compressive strength of the concrete improves, reaching optimal mechanical performance at 1.5% steel fiber content. However, at 2% steel fiber content, the mechanical performance slightly decreases due to an increase in internal voids within the concrete. During impact, the dynamic temperature effect at the crack location exhibits a "stepped" pattern, with temperature change occurring in two distinct stages: an initial slow rise during early crack formation, followed by a sharp increase as friction and shear effects intensify with crack propagation. The influence of varying steel fiber content on temperature change is limited, with peak temperature and peak stress showing similar trends. The primary temperature variations are driven by crack propagation and frictional effects. After impact, the overall temperature in SPFRC specimens continues to rise within the first 300 μs. Due to the thermal lag, the temperature does not decrease immediately after unloading. The high-speed infrared temperature measurement system provides a new method for real-time monitoring of temperature changes at concrete crack locations, offering a basis for assessing temperature evolution at cracks and the evaluation of crack propagation behavior.
- steel-polypropylene fiber reinforced concrete (SPFRC) /
- dynamic temperature /
- infrared temperature measurement

HTML全文

图 1 SPFRC试件实物

Figure 1. SPFRC specimens

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图 2 光路校准示意图

Figure 2. Optical path calibration diagram

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图 3 高速红外测温标定示意图

Figure 3. High-speed infrared temperature measurement calibration diagram

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图 4 标定流程图

Figure 4. Calibration flow chart

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图 5 电压-温度拟合曲线

Figure 5. Voltage-temperature fitting curve

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图 6 高速红外测温试验系统

Figure 6. High-speed infrared temperature measurement test system

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图 7 温度测点示意图

Figure 7. Schematic diagram of temperature measuring point

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图 8 混凝土应变平衡曲线

Figure 8. Concrete strain equilibrium curves

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图 9 不同掺量钢纤维试件的应力-时程曲线

Figure 9. Stress-time curves of specimens with different content of steel fiber

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图 10 不同钢纤维体积掺量下的峰值应力

Figure 10. Peak stress for different steel fiber contents

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图 11 劈裂冲击时试件的破坏情况

Figure 11. Damage situation of the specimen during splitting impact

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图 12 混凝土试件的破坏形态

Figure 12. Failure mode of concrete specimen

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图 13 混凝土试件的DIC结果示意图

Figure 13. DIC results of concrete specimen

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图 14 不同钢纤维体积掺量混凝土试件的动态温度效应

Figure 14. Dynamic temperature effect of concrete specimens with different steel fiber content

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图 15 不同钢纤维体积掺量时混凝土的峰值温度

Figure 15. Peak temperature of concrete with different steel fiber content

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图 16 SPFRC试件的霍普金森压杆波形图和温度变化波形图

Figure 16. Waveform diagram of SPFRC specimen on the Hopkinson pressure bar and temperature variation

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图 17 混凝土试件应力温度-时程曲线

Figure 17. Stress-temperature time history curves in concrete specimen

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表 1 纤维基本参数

Table 1. Basic property parameters of fiber

纤维	长度/ mm	直径/ mm	抗拉强度/ MPa	弹性模量/ GPa	密度/ （kg·m⁻³）
镀铜钢纤维	15	0.25	2100	210	7.80×10³
聚丙烯钢纤维	10	0.18	750	8	0.91×10³

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表 2 不同混杂比例的混凝土的配比

Table 2. The mixture design of concrete with different mixed proportions

混凝土编号	配比/（kg·m⁻³）						聚丙烯纤维/%	钢纤维/ %
混凝土编号	水泥	微硅粉	石英粉	细河沙	减水剂	水	聚丙烯纤维/%	钢纤维/ %
SF0-PP5	800	200	240	880	14.4	152	0.5	0
SF5-PP5	800	200	240	880	14.4	152	0.5	0.5
SF10-PP5	800	200	240	880	14.4	152	0.5	1.0
SF15-PP5	800	200	240	880	14.4	152	0.5	1.5
SF20-PP5	800	200	240	880	14.4	152	0.5	2.0

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表 3 SPFRC试件的动态巴西圆盘劈裂试验结果

Table 3. Dynamic Brazilian disc splitting test results of SPFRC specimens

组别	试验编号	钢纤维/%	聚丙烯纤维/%	速度/（m·s⁻¹）	应变率/s⁻¹	峰值应力/MPa
1	1-SF0-PP5	0	0.5	19.56	267.5	25.40
	1-SF5-PP5	0.5	0.5	19.00	269.9	27.81
	1-SF10-PP5	1.0	0.5	19.96	269.9	33.18
	1-SF15-PP5	1.5	0.5	19.42	268.1	42.29
	1-SF20-PP5	2.0	0.5	19.64	261.6	39.97
2	2-SF0-PP5	0	0.5	19.96	265.2	25.55
	2-SF5-PP5	0.5	0.5	19.43	267.1	29.01
	2-SF10-PP5	1.0	0.5	19.75	267.2	32.29
	2-SF15-PP5	1.5	0.5	19.21	259.8	42.18
	2-SF20-PP5	2.0	0.5	19.00	272.4	40.64
3	3-SF0-PP5	0	0.5	19.86	269.1	23.50
	3-SF5-PP5	0.5	0.5	—	280.6	28.55
	3-SF10-PP5	1.0	0.5	19.52	267.2	32.85
	3-SF15-PP5	1.5	0.5	19.76	268.2	43.25
	3-SF20-PP5	2.0	0.5	19.68	265.4	39.37

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表 4 SPFRC试件的动态温度试验结果

Table 4. Dynamic temperature test results of SPFRC

混凝土试件	钢纤维体积掺量/%	均值温度T_a/℃	峰值温度T_m/℃	峰值均值温度T_ma/℃	高温保持时间t_c/ms
1-SF0-PP5	0	13.685	14.212	14.167	1.462
2-SF0-PP5	0	13.241	14.470		1.415
3-SF0-PP5	0	13.435	13.819		1.524
1-SF5-PP5	0.5	23.443	23.963	25.470	3.456
2-SF5-PP5	0.5	24.497	25.583		2.859
3-SF5-PP5	0.5	23.834	26.865		2.613
1-SF10-PP5	1.0	27.097	30.179	29.934	2.501
2-SF10-PP5	1.0	28.250	30.423		3.029
3-SF10-PP5	1.0	27.774	29.201		2.809
1-SF15-PP5	1.5	33.536	34.073	34.462	1.020
2-SF15-PP5	1.5	33.831	35.097		1.499
3-SF15-PP5	1.5	33.645	34.217		3.058
1-SF20-PP5	2.0	57.652	29.103	28.437	1.053
2-SF20-PP5	2.0	56.942	28.705		0.674
3-SF20-PP5	2.0	25.241	27.502		0.523

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