超高性能混凝土临空板接触爆炸破坏效应实验研究

魏久淇; 李磊; 王世合; 张春晓; 曹少华; 高杰

doi:10.11883/bzycj-2021-0174

超高性能混凝土临空板接触爆炸破坏效应实验研究

doi: 10.11883/bzycj-2021-0174

魏久淇^{1, 2,},
李磊^{1, 2, ,},
王世合^{1, 2},
张春晓^{1, 2},
曹少华^{1, 2},
高杰³

1.
军事科学院国防工程研究院工程防护研究所，河南洛阳 471023
2.
军事科学院国防工程研究院工程防护研究所河南省特种防护材料重点实验室，河南洛阳 471023
3.
河南东骏建材科技有限公司，河南信阳 464200

基金项目: 国家自然科学基金（52078361）

详细信息

作者简介:
魏久淇（1990－　），男，硕士，工程师，weijiuqi61489@163.com

通讯作者:
李　磊（1980－　），男，博士，助理研究员，lileikf@163.com

中图分类号: O383.2；TU928
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- 文章访问数: 373
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- 被引次数: 0
出版历程
- 收稿日期: 2021-05-07
- 修回日期: 2021-09-15
- 网络出版日期: 2022-03-10
- 刊出日期: 2022-05-09

Experimental study on local damage effect of ultra-high performance concrete slabs under contact explosion

WEI Jiuqi^{1, 2
,},
LI Lei^{1, 2
, ,},
WANG Shihe^{1, 2},
ZHANG Chunxiao^{1, 2},
CAO Shaohua^{1, 2},
GAO Jie³

1.
Institute of Engineering Protection, Institute of Defense Engineering, Academy of Military Sciences, Luoyang 471023, Henan, China
2.
Henan Key Laboratory of Special Protective Materials, Institute of Engineering Protection, Institute of Defense Engineering, Academy of Military Sciences, Luoyang 471023, Henan, China
3.
Henan Dongjun Building Materials Technology Company, Xinyang 464200, Henan, China

摘要

摘要: 为了研究超高性能混凝土（ultra-high performance concrete, UHPC）的抗接触爆炸性能，开展了C120、C150和C180等3种强度等级共24块UHPC临空板的接触爆炸实验，定量分析了不同药量时典型配筋与不配筋靶板的局部破坏特征，得到了UHPC的爆炸临界震塌系数、压缩系数和成坑系数。结果表明：相同药量下，UHPC板的正面破坏程度随材料强度的提升而减轻；强度越高，爆炸成坑系数和压缩系数越小，抗爆性能越好；配筋率较低时，钢筋对UHPC板正面爆坑尺寸及背面震塌破坏程度影响较小，但对板的整体变形起到了一定的减轻作用，能够减小板底的剩余挠度和裂缝宽度；C150靶板的爆炸临界震塌系数最小，不大于0.251 m/kg^1/3，C120和C180靶板的爆炸临界震塌系数相近，不大于0.285 m/kg^1/3。在设计、使用纤维含量较高的大尺寸UHPC构件时，应特别关注由纤维分布方向性引起的材料各向异性和结构力学性能的变化。
- 超高性能混凝土 /
- 接触爆炸 /
- 局部破坏 /
- 临界震塌 /
- 压缩破坏
Abstract: In order to study the contact explosion resistance of ultra-high performance concrete (UHPC), 24 contact explosion experiments were conducted. The target slabs were cast in UHPC with or without reinforcement, and the compressive strength grades of the UHPCs were C120, C150 and C180. The slabs were laid on supporting ring beams and the back faces of the slabs were free. The TNT was placed on the center of the front face. The size of the target slab was 1.5 m×1.5 m×0.3 m, and the main reinforcements were $\varnothing $12 HRB400 with 200 mm×200 mm grid distance. Based on the experiments, the local failure characteristics of typical reinforced and unreinforced target slabs under the shock of different explosive weights were quantitatively analyzed, and the critical collapse coefficient, compression coefficient and explosion crater coefficient of the UHPC slabs were obtained. The results show that, at the same explosive weight, the damage degree of the UHPC slabs decreases with the compressive strength. The higher the compressive strength, the smaller the compression coefficient and the explosion crater coefficient. When the reinforcement ratio is low, it has little effect on the front crater size and the back collapse damage degree of the UHPC slab, but has a certain role in reducing the residual deflection and crack width at the bottom of the slab. For the UHPCs in this paper, the critical collapse coefficient of the C150 slap is the smallest, no more than 0.251 m/kg^1/3; and the C120 slap and C180 slap are similar, no more than 0.285 m/kg^1/3. The critical collapse coefficients of the C180 UHPC is not the smallest because there are more steel fibers in the horizontal direction than in the vertical direction. When designing or using large size UHPC structures with high fiber content, special attention should be paid to the material anisotropy and the changes in structural mechanical properties due to the directivity of the fiber distribution.
- ultra-high performance concrete /
- contact explosion /
- local failure effect /
- critical collapse /
- compression failure

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图 1 实验装置

Figure 1. The experimental setup

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图 2 UHPC板的典型局部破坏

Figure 2. Typical local damage of the UHPC slabs

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图 3 压缩系数的拟合结果

Figure 3. Fitting results of the compressibility coefficients

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图 4 成坑系数的拟合结果

Figure 4. Fitting results of the crater coefficients

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表 1 UHPC板的参数

Table 1. Parameters of the UHPC slabs

材料	抗压强度/MPa	抗拉强度/MPa	数量
C120	125.2	7.12	5
PC120	125.2	7.12	5
C150	157.7	8.18	5
PC150	157.7	8.18	5
C180	182.8	9.34	4

下载: 导出CSV

表 2 试件的破坏状况

Table 2. Damage states of the slabs

试件	药量/kg	正面		背面
试件	药量/kg	直径/m	深度/m	剩余挠度/mm	震塌坑尺寸/mm	裂缝分布
C120-1	1.6	0.320	0.088	16	—	12条，最宽3.5 mm
C120-2	1.8	0.315	0.092	28	—	14条，最宽9.9 mm
C120-3	1.9	0.340	0.094	—	90×140深15	14条
C120-4	2.0	0.330	0.095	—	350×250深60	17条
C120-5	2.4	0.375	0.099	—	620×780深105	18条
PC120-1	1.6	0.328	0.092	10	—	11条，最宽1.9 mm
PC120-2	2.0	0.360	0.098	28	—	13条，最宽2.4 mm
PC120-3	2.1	0.355	0.100	—	40×50深30	15条
PC120-4	2.2	0.350	0.099	—	70×105深35	16条
PC120-5	2.4	0.360	0.102	—	100×200深60	16条
C150-1	1.6	0.285	0.076	8	—	6条，最宽2.0 mm
C150-2	2.0	0.305	0.080	30	—	11条，最宽3.6 mm
C150-3	2.4	0.360	0.084	49	—	13条，最宽7.5 mm
C150-4	2.6	0.355	0.088	—	380×630深70	13条
C150-5	2.8	0.345	0.092	—	690×900深130	15条
PC150-1	1.6	0.273	0.079	9	—	8条，最宽2.0 mm
PC150-2	2.0	0.320	0.080	15	—	11条，最宽2.2 mm
PC150-3	2.4	0.343	0.083	22	—	14条，最宽3.8 mm
PC150-4	2.7	0.360	0.088	—	230×470深55	14条
PC150-5	3.0	0.370	0.092	—	370×460深65	14条
C180-1	1.8	0.273	0.070	22	—	10条，最宽3.54 mm
C180-2	2.0	0.285	0.075	—	150×145深50	12条
C180-3	2.4	0.305	0.078	—	650×735深95	13条
C180-4	2.8	0.340	0.086	—	705×895深110	15条

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表 3 靶板正面的爆坑参数

Table 3. The front face anti-explosion parameters of the slabs

材料	k/(m·kg^−1/3)	K_a/(m·kg^−1/3)
C40钢筋混凝土^[21-22]	0.433	0.13
C100钢纤维混凝土^[21-22]	0.333	0.12
C120超高性能混凝土	0.265~0.269	0.113~0.114
C150超高性能混凝土	0.243	0.097~0.098
C180超高性能混凝土	0.222	0.094

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表 4 UHPC靶板的临界震塌系数

Table 4. Critical collapse factors of the UHPC slabs

材料	K_z0/(m·kg^−1/3)
C120	0.278~0.285
PC120	0.267~0.272
C150	0.243~0.251
PC150	0.238~0.251
C180	0.272~0.285

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