水下接触爆炸作用下混凝土拱板的毁伤特性

赵小华; 张嘉祺; 赵鹏; 王高辉; 杜雪明; 赵浩楠

doi:10.11883/bzycj-2025-0386

水下接触爆炸作用下混凝土拱板的毁伤特性

doi: 10.11883/bzycj-2025-0386

1.
郑州大学水利与交通学院，河南郑州 450001
2.
郑州安源工程技术有限公司，河南郑州 450016
3.
武汉大学水资源工程与调度全国重点实验室，湖北武汉 430072

基金项目: 国家自然科学基金（52479136、52309156）；河南省自然学科基金（242300421228）；河南省高校科技创新人才支持计划（26HASTIT045）；

详细信息

作者简介:
赵小华（1991－　），男，博士，教授，zhaoxh2014@126.com

通讯作者:
赵　鹏（1982－　），男，博士，正高级工程师，13253637588@163.com

中图分类号: O382; TU599
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- 文章访问数: 274
- HTML全文浏览量: 24
- PDF下载量: 92
- 被引次数: 0
出版历程
- 收稿日期: 2025-11-27
- 修回日期: 2026-05-18
- 网络出版日期: 2026-05-19

Damage characteristics of concrete arch slabs subject to underwater contact explosion

1.
School of Water Conservancy and Transportation, Zhengzhou University, Zhengzhou 450001, Henan, China
2.
Zhengzhou Anyuan Engineering Technology Co. Ltd., Zhengzhou 450016, Henan, China
3.
State Key Laboratory of Water Resources Engineering and Management, Wuhan University, Wuhan 430072, Hubei, China

摘要

摘要: 为探究水下接触爆炸作用下混凝土拱板的毁伤特性，对三块混凝土拱板开展了水下接触爆炸试验，并对剥落的拱板碎片进行了质量分区统计。基于耦合欧拉-拉格朗日算法（coupled Eulerian-Lagrangian, CEL）建立了“水-混凝土-TNT”三维数值仿真模型，通过与试验结果的对比，验证了模型的可靠性。在此基础上，研究了爆炸荷载下拱板内部应力波的传播过程，阐明了混凝土拱板的损伤机理，并进一步探究了爆炸荷载以及拱板跨度对拱板损伤特性的影响。结果表明：在水下接触爆炸作用下，拱板迎爆面形成由辐射状裂纹和环状裂纹组成的环形破碎带；爆炸荷载增大，拱板剥落碎片增多且趋于细化；拱板跨度增大，结构更易产生大块碎片；随着TNT药量由0.4 g增加至1.6 g，拱板迎爆面形成的环状破碎带由局部区域扩展至贯穿拱板全宽度，拱板的破坏模式由局部损伤演变为整体失效；随着拱板跨度的增大，拱端处的破坏程度减轻，而跨中区域的破坏范围扩大；相较于跨度为400 mm的拱板，跨度为600 mm的拱板总耗散能增加了4.3%。
- 水下爆炸 /
- 混凝土拱板 /
- 毁伤特性
Abstract: To investigate the damage characteristics of concrete arch slabs subjected to underwater contact explosions, a series of underwater contact explosion tests was conducted on three concrete arch slabs. During the experiments, the spalled fragments generated by detonation were carefully collected and quantitatively analyzed using a mass-based partitioning statistical method, thereby enabling systematic characterization of the slabs’ fragmentation and spalling behavior. On this basis, a three-dimensional fluid–structure interaction numerical model was developed using the Coupled Eulerian-Lagrangian (CEL) method, which incorporates water, a concrete arch slab, and TNT. The reliability and effectiveness of the numerical model were validated by comparing the simulated macroscopic failure patterns and crack propagation paths with the experimental observations. Further analyses were conducted using the validated model to investigate the damage evolution process and the characteristics of stress wave propagation within the arch slabs under explosive loading, thereby systematically elucidating the damage mechanisms of concrete arch slabs subjected to underwater contact explosions. In addition, parametric studies were performed to examine the effects of explosive charge and span length on the damage characteristics of the arch slabs. The results indicate that, under underwater contact explosion, an annular damage zone composed of radial and circumferential cracks forms on the blast-facing surface of the arch slab. With increasing explosive charge, the number of spalled fragments increases, and their size becomes progressively finer. As the span length increases, the structure tends to generate larger fragments. When the TNT charge increases from 0.4 g to 1.6 g, the annular damage zone on the blast-facing surface expands from a localized region to the full width of the slab, and the failure mode transitions from localized damage to global failure. With increasing span length, the degree of damage at the arch ends decreases, while the damaged region near the mid-span expands. Compared with the slab with a span of 400 mm, the total energy dissipation of the slab with a span of 600 mm increases by 4.3%.
- underwater explosion /
- concrete arch slab /
- destructive characteristics

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图 1 拱板尺寸（单位：mm）

Figure 1. Arch slab dimensions (unit: mm)

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图 2 试验设置（单位：cm）

Figure 2. Test setup (unit: cm)

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图 3 混凝土拱板水下接触爆炸测试结果（单位：mm）

Figure 3. Underwater contact explosion test results of concrete arch slabs (unit: mm)

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图 4 碎片质量分区统计

Figure 4. Statistics of fragment quality zoning

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图 5 碎片质量分布图

Figure 5. Map of fragment mass distribution

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图 6 碎片质量百分比对比图

Figure 6. Comparison chart of fragment mass percentage

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图 7 数值模型示意图

Figure 7. Schematic diagram of the numerical model

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图 8 不同网格尺寸下拱板的动能时程曲线

Figure 8. Kinetic time history curves of the arch slabs under different grid sizes

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图 9 数值结果与试验结果对比图

Figure 9. Comparison between numerical and experimental results

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图 10 拱板损伤演化过程图

Figure 10. Diagrams of the evolution process of arch slab damage

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图 11 拱板厚度方向应力分布图

Figure 11. Stress distribution of the arch slabs in the thickness direction

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图 12 拱板跨度方向应力分布图

Figure 12. Stress distribution of the arch slabs in the span direction

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图 13 拱板毁伤原理示意图

Figure 13. Schematic diagram of the principle of arch slab damage

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图 14 不同水下爆炸荷载下混凝土拱板的损伤模式

Figure 14. Damage modes of concrete arch slabs subject to different underwater explosive loads

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图 15 不同水下爆炸荷载下拱板的动能时程曲线

Figure 15. Kinetic time history curves of arch slabs subject to different underwater explosion loads

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图 16 不同跨度的拱板在水下爆炸荷载下的损伤模式

Figure 16. Damage modes of arch slabs with different spans subject to underwater explosive loads

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图 17 不同跨度拱板在爆炸过程中的耗散能

Figure 17. Dissipated energy of arch slabs with different spans during the explosion process

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表 1 水下接触爆炸试验工况参数

Table 1. Experimental conditions of underwater contact explosion tests

试件编号	拱板跨度/mm	TNT当量/g	起爆位置
Q1	600	1.6	内拱侧跨中
Q2	500	1.6	内拱侧跨中
Q3	500	4.7	内拱侧跨中

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表 2 同等药量下不同跨度拱板迎爆面跨中区域破坏情况对比

Table 2. Comparison of failure conditions in the mid-span area of blasting surface of arch slabs with different spans under the same explosive charge

试验编号	相对破坏直径（破坏直径/破坏前拱板内弧长）	相对破坏面积（破坏面积/破坏前内拱面面积）	贯穿性裂纹数/条
Q1	59.9	55.2	6
Q2	54.1	34.6	6

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表 3 碎片质量变异系数

Table 3. Variation coefficient of fragment mass

试件	Q1	Q2	Q3
CV	0.8450	1.3045	0.6156

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表 4 TNT材料参数

Table 4. Parameters of TNT material

ρ/(kg·m⁻³)	E/(GJ·m⁻³)	A/GPa	B/GPa	R₁	R₂	ω
1650	7	371.2	3.2	4.2	0.95	0.35

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表 5 混凝土CDP模型材料参数

Table 5. Material parameters of concrete CDP model

E_c/(MPa)	泊松比	膨胀角/(°)	偏心率	f_c0/f_b0	K	黏性参数
29791.5	0.2	30	0.1	1.16	0.667	0.0005

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