·水下钻孔爆破孔底复合垫层装药结构的损伤控制模型

贾永胜; 刘万通; 袁方; 蒋楠; 孙金山; 姚颖康; 谢全民; 裴子超

doi:10.11883/bzycj-2025-0348

·水下钻孔爆破孔底复合垫层装药结构的损伤控制模型

doi: 10.11883/bzycj-2025-0348

贾永胜^{1, 2, 3,},
刘万通^1, ,,
袁方¹,
蒋楠^{1, 2},
孙金山^{1, 2},
姚颖康^{1, 2},
谢全民^{1, 2},
裴子超¹

1.
江汉大学精细爆破全国重点实验室，湖北武汉 430024
2.
江汉大学工程爆破湖北省重点实验室，湖北武汉 430024
3.
武汉爆破有限公司，湖北武汉 430024

基金项目: 湖北省中央引导地方科技发展专项（No.2024CSA094）；湖北省自然科学基金杰出青年项目（2024AFA092）；国家自然科学基金（52578584，52478525，52378399）；湖北省基础研究类平台专项（2025CSA072）

详细信息

作者简介:
贾永胜（1970－　），男，博士，教授，博士生导师，sinoblaster_jia@jhun.edu.cn

通讯作者:
刘万通（1999－　），男，博士研究生，lwtsklpb@stu.jhun.edu.cn

中图分类号: O383.1; TV542+.3
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- 文章访问数: 399
- HTML全文浏览量: 42
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- 被引次数: 0
出版历程
- 收稿日期: 2025-10-22
- 修回日期: 2025-12-15
- 网络出版日期: 2025-12-23

Model test on damage control of the composite cushion charging structure subjected to blast at the bottom of underwater borehole

JIA Yongsheng^{1, 2, 3
,},
LIU Wantong^{1
, ,},
YUAN Fang¹,
JIANG Nan^{1, 2},
SUN Jinshan^{1, 2},
YAO Yingkang^{1, 2},
XIE Quanmin^{1, 2},
PEI Zichao¹

1.
State Key Laboratory of Precision Blasting, Jianghan University, Wuhan 430056, Hubei, China
2.
Hubei Key Laboratory of Blasting Engineering, Jianghan University, Wuhan 430056, Hubei, China
3.
Wuhan Blasting Co., Ltd. , Wuhan 430056, Hubei, China

摘要

摘要: 为有效控制跨海工程中爆破开挖对基岩的损伤，研究了水下钻孔爆破中孔底复合垫层装药结构的损伤控制效果。结合某跨海大桥嵌入式沉井爆破开挖工程实例，通过现场取样和水下爆炸模型试验，利用压电陶瓷检测系统定量分析了孔底复合垫层中不同波阻抗铁砂混凝土对岩样损伤的影响；基于实测压电信号，运用小波包分析方法计算了炮孔轴向损伤因子；并结合分形维数与损伤理论，对不同工况下岩样顶部裂纹的扩展行为进行了量化评估。结果表明：孔底复合垫层能有效抑制岩样宏观裂纹扩展，减少顶部裂纹数量，并降低裂纹的轴向扩展深度。对岩样轴向损伤的分析表明，随着波阻抗的提高，炮孔区（0～12 cm）轴向损伤因子最大降幅约为10.70%；基岩底部测点损伤因子降幅高达95.7%～95.8%。水下钻孔爆破中采用孔底复合垫层装药结构可显著减轻基岩的爆破损伤，通过调节铁砂混凝土波阻抗可实现对岩样轴向损伤的有效控制。
- 水下钻孔爆破 /
- 孔底复合垫层 /
- 爆破模型试验 /
- 损伤控制
Abstract: The present investigation examines the effectiveness of a composite cushion charging structure, placed at the bottom of underwater boreholes, to mitigate bedrock damage induced by blasting excavation during cross-sea engineering. With reference to the embedded open caisson blasting project for a major cross-sea bridge, this research adopted a combined methodology of field sampling and controlled underwater explosion model tests. A piezoelectric ceramic detection system was employed to quantitatively analyze how the composite cushion, composed of iron-sand concrete layers with varying wave impedances, affects rock sample damage. Piezoelectric signals were processed via wavelet packet analysis to calculate the axial damage factor (DI) of the blast hole. Furthermore, by integrating fractal dimension theory with damage mechanics, a quantitative assessment was performed on the propagation behavior of cracks formed on the top surfaces of rock specimens under different test conditions. Results demonstrate that the implemented composite bottom cushion effectively mitigates blast-induced damage by significantly inhibiting macroscopic crack propagation, reducing surface crack density, and decreasing the axial penetration depth of cracks into the rock mass. Detailed analysis of axial damage reveals a clear trend, showing that the reduction in DI becomes more pronounced as the wave impedance of the cushion material increases. Specifically, within the borehole-affected zone (0–12 cm), the maximum achievable reduction in DI reaches 10.70%. In the adjacent bedrock zone, damage mitigation is even more evident, with DI decreasing by 95.7% to 95.8%, depending on the specific wave impedance. In conclusion, this work confirms that employing a composite cushion charging structure in underwater drilling and blasting operations can significantly alleviate blast-induced damage to foundational bedrock. The findings also establish that axial damage to the rock mass can be effectively controlled by adjusting the wave impedance of the iron-sand concrete in the cushion layer. These outcomes offer valuable insights for optimizing blasting design and enhancing damage control in marine engineering projects.
- underwater drilling blasting /
- composite cushion at the bottom of the hole /
- blasting model test /
- damage control

HTML全文

图 1 应力波垂直入射时在界面的反射与透射

Figure 1. Reflection and transmission of stress waves at the interface under normal incidence

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图 2 水下爆破环境及装药结构设计

Figure 2. Underwater blasting environment and charging structure design

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图 3 水下单孔爆破模型制备

Figure 3. Preparation of underwater single-hole blasting model

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图 4 制备不同粒径下的铁砂混凝土

Figure 4. Preparation of iron-sand concrete specimens with different particle sizes

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图 5 水下爆炸装置及压电信号监测系统

Figure 5. Underwater explosion device and piezoelectric signal monitoring system

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图 6 岩样爆后效果

Figure 6. Condition of the rock sample after blasting

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图 7 压电信号监测方式

Figure 7. Piezoelectric signal monitoring method

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图 8 岩样不同测点爆破前后压电信号

Figure 8. Piezoelectric Signals at Different Measurement Points of the Rock Sample Before and After Blasting

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图 9 岩样爆后炮孔轴线损伤因子

Figure 9. Post-blasting blasthole axis damage factor of rock sample

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图 10 岩样爆生裂纹分形维数的计算流程

Figure 10. Calculation procedure of fractal dimension for blast-induced cracks in rock samples

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图 11 岩样爆破顶面的爆生裂纹盒维数拟合曲线

Figure 11. Fitting curve of box dimension for blast-induced cracks on the top surface of rock sample after blasting

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图 12 爆破分区立面与顺序图

Figure 12. Elevation and sequence diagram of blasting zoning

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图 13 水下钻孔爆破现场装药

Figure 13. on-site charging for underwater drilling and blasting

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图 14 钻孔爆破后的爆破效果

Figure 14. Blasting effect after drilling and blasting

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表 1 模型试验方案

Table 1. Model test plan

试件编号	孔径/mm	孔深/mm	药量/g	铁砂混凝土垫层	细砂垫层
S1	10	120	1	无	无
S2	10	120	1	F1	有
S3	10	120	1	F2	有
S4	10	120	1	F3	有

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表 2 铁砂混凝土配比及物理参数

Table 2. Iron Sand Concrete Mix Proportion and Physical Parameters

编号	配比				物理参数
编号	水泥	水	铁砂	减水剂/%	密度/ (g·cm⁻³)	纵波波速/ (m.s⁻¹)	波阻抗/ (g·cm⁻³·m·s⁻¹)	铁砂混凝土到细砂垫层的透射系数
F1	1	0.43	1.4（0.1～0.5 mm）	1	2.1	3 774	7 925.4	0.6979
F2	1	0.32	2.0（0.5～1.0 mm）	1	2.6	4 082	10 613.2	0.5720
F3	1	0.26	2.6（1.0～2.5 mm）	1	3.2	4 651	14 883.2	0.4441

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