浅水爆炸下独立植埋式钢板桩的毁伤特性及判据研究

赵红宇; 张家齐; 孙可平; 赵银龙; 史旭阳; 王泓元

doi:10.11883/bzycj-2026-0072

浅水爆炸下独立植埋式钢板桩的毁伤特性及判据研究

doi: 10.11883/bzycj-2026-0072

1.
中国人民解放军 32213部队，河北张家口 075421

详细信息

作者简介:
赵红宇（1976－　），男，硕士，高级工程师，1536963660@qq.com

通讯作者:
王泓元（1998－　），男，学士，助理工程师，1374958741@qq.com

中图分类号: O383.1
计量
- 文章访问数: 272
- HTML全文浏览量: 51
- PDF下载量: 75
- 被引次数: 0
出版历程
- 收稿日期: 2026-03-12
- 修回日期: 2026-07-04
- 网络出版日期: 2026-07-21

Analysis of damage characteristics and criteria of independent embedded steel sheet piles under shallow water explosion

1.
Unit 32213 of People’s Liberation Army of China, Zhangjiakou 075421, Hebei, China

摘要

摘要: 独立植埋式钢板桩施工便捷、抗毁伤能力强，广泛应用于近海防护等领域，其在浅水爆炸下的毁伤特性决定了结构的抗爆能力。针对现有研究缺乏对该结构浅水爆炸下毁伤机理的研究问题，基于水下爆炸荷载衰减规律，建立了钢板桩浅水抗爆毁伤工程计算模型，构建了水-炸药-钢板桩-砂土耦合仿真计算模型。同时，开展模型试验验证了工程模型与数值结果的可靠性，分析了爆炸当量、爆源目标距离、水深对其毁伤效果的影响。研究表明：钢板桩毁伤薄弱区集中于水土交界处，主要破坏模式为冲切断裂与弯曲变形；比例爆源目标距离是影响毁伤效果的核心参数，当比例爆源目标距离小于0.086 m/kg^1/3时发生冲切断裂，大于1.026 m/kg^1/3时无明显毁伤，介于两者之间时产生塑性弯曲变形；水深增大对钢板桩断裂毁伤影响较小，但可延长弯曲段长度，其增幅可达35%。理论计算、数值模拟与模型试验结果吻合度较好，相对误差小于10%，满足工程预测精度需求。研究成果可为独立植埋式钢板桩的抗爆设计、毁伤评估及防护加固提供理论支撑与工程技术参考。
- 独立植埋式钢板桩 /
- 浅水爆炸 /
- 破坏模式 /
- 毁伤判据 /
- 水土耦合效应
Abstract: Independent embedded steel sheet piles, characterized by convenient construction and strong damage resistance, are widely used in nearshore coastal protection engineering. The damage characteristics of steel sheet piles subjected to shallow-water explosions play a critical role in determining the reliability of blast-resistant design. However, existing studies remain insufficient to fully elucidate the damage mechanisms of steel sheet piles under shallow-water blast loading. Based on the attenuation law of underwater explosion loads, an engineering calculation model was established to evaluate the blast-induced damage of steel sheet piles in shallow water. Meanwhile, a coupled numerical simulation model accounting for the interaction among multiple materials was developed. Model tests were further conducted to validate the reliability of both the engineering calculation model and the numerical simulations. The effects of explosive charge equivalent, standoff distance, and water depth on the structural damage response were systematically analyzed. The results indicate that the weak zone of steel sheet piles is mainly concentrated near the water-soil interface, with punching shear fracture and bending deformation identified as the dominant failure modes. The scaled distance was found to be the key parameter governing the damage behavior. When the scaled distance is less than 0.086m/kg^1/3, punching shear fracture occurs; when it exceeds 1.026 m/kg^1/3, no significant damage is observed; and within the intermediate range, plastic bending deformation develops. Increasing water depth has a limited effect on fracture failure but can significantly extend the bending deformation zone, with an increase of up to 35%. Good agreement was achieved among the theoretical calculations, numerical simulations, and experimental results, with relative errors within 10%, satisfying the accuracy requirements for engineering prediction. These findings provide a reliable theoretical basis and practical guidance for the blast-resistant design, damage assessment, and protective reinforcement of independent embedded steel sheet pile structures.
- independently embedded steel sheet piles /
- shallow water explosion /
- failure mode /
- damage characteristics /
- water-soil coupling effect

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图 1 浅水爆炸钢板桩荷载示意图

Figure 1. Schematic of load on steel sheet pile under shallow water explosion

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图 2 不同工况下钢板桩表面的荷载分布

Figure 2. Load distribution on the surface of steel sheet pile under different working conditions

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图 3 计算模型与数值网格

Figure 3. Calculation model and numerical mesh

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图 4 浅水爆炸下钢板桩表面的荷载分布对比

Figure 4. Comparison of load distribution on the surface of steel sheet pile under shallow water explosion

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图 5 不同爆炸当量钢板桩受水中冲击波荷载峰值分布

Figure 5. Peak load distribution of underwater shock wave on steel sheet pile with different explosion equivalents

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图 6 不同条件下钢板桩毁伤效果的数值模拟结果

Figure 6. Numerical simulation results of steel sheet pile damage effect under different conditions

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图 7 钢板桩模型试验布置与爆后效果图

Figure 7. Model test arrangement and post-explosion effect diagram of steel sheet pile

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图 8 模型试验中各压力传感器测得的典型水中爆炸冲击波荷载时程曲线

Figure 8. Typical time-history curves of underwater explosion shock wave loads measured by each pressure sensor in model tests

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图 9 不同爆炸当量、不同爆源目标距离和不同水深条件下钢板桩的毁伤效果

Figure 9. Damage effect of steel sheet pile under different explosion equivalents, standoff distance and water depths

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表 1 炸药、水体、钢板桩模型参数取值

Table 1. Model parameter values of explosive, water body and steel sheet pile

炸药	密度ρ/(kg·m⁻³)	爆速D/(m·s⁻¹)	爆轰压p_CJ/GPa	A/GPa	B/GPa	R₁/	R₂/	ω/	初始比内能/GPa
炸药	1630.0	6930.00	21.00	4371.3	7.43	4.15	0.95	0.30	7.00

水体	密度ρ/(kg·m⁻³)	声速c/(m·s⁻¹)	S₁/	S₂/	S₃/	γ₀	A	比内能E₀/Pa	V₀/
水体	998.00	1647	1.921	−0.096	0	0.35	0	2.895×10⁵	1.00

钢桩	弹性模量/Pa	泊松比/	密度ρ/(kg·m⁻³)	屈服强度/Pa	Β	C	P	E_tan/Pa	失效应变
钢桩	2.0×10¹¹	0.3	7850.00	2.35×10⁸	0	40.00	5.00	1.1×10⁹	0.20
注：A、B、R₁、R₂和ω为炸药特征参数；γ₀、S₁、S₂、S₃为状态方程常数；A为Grüneisen系数修正项；V₀为初始体积；B为硬化参数；C、P为Cowper-Symonds应变率参数；E_tan为切线模量。

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表 2 砂土地基模型参数取值

Table 2. Model parameter values of sandy soil foundation

模型参数	参数值	模型参数	参数值	模型参数	参数值
ρ	1810 kg·m⁻³	EPS₁	0	P₁	0 kPa
G	12.0 MPa	EPS₂	−0.005	P₂	100 kPa
BULK	25.0 MPa	EPS₃	−0.1	P₃	200 kPa
A₀	0.005	EPS₄	−0.15	P₄	300 kPa
A₁	1.5×10⁻⁷	EPS₅	−0.2	P₅	500 kPa
A₂	0.1	EPS₆	−0.25	P₆	800 kPa
P_C	−50.0 Pa	EPS₇	−0.3	P₇	1200 kPa
V_CR	0	EPS₈	−0.35	P₈	1600 kPa
注：ρ为密度；G为剪切模量；BULK为卸载时的体积模量；A₀、A₁、A₂为屈服函数常量；P_C为拉伸压力切断值；V_CR为体积破碎选项；EPS₁～EPS₈为体积应变值；P₁～P₈为对应压力。

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表 3 不同工况下钢板桩的毁伤特征统计

Table 3. Statistics of damage characteristics of steel sheet pile under different working conditions

设计参数	爆炸当量/kg	爆源目标距离/m	比例爆源目标距离/（m·kg^−1/3）	水深/m	钢板桩毁伤效果对比
设计参数	爆炸当量/kg	爆源目标距离/m	比例爆源目标距离/（m·kg^−1/3）	水深/m	工程算法及判据	数值模拟	模型试验
爆炸当量影响	2.5	0.2	0.147	0.5	弯曲变形（判据1）	弯曲变形	弯曲变形
	6.25	0.2	0.109	0.5	弯曲变形（判据1）	弯曲变形	弯曲变形
	12.5	0.2	0.086	0.5	断裂（判据2）	断裂	严重弯曲变形
	25.0	0.2	0.068	0.5	断裂（判据2）	断裂	断裂
爆源目标距离影响	25.0	0.2	0.068	0.5	断裂（判据2）	断裂	断裂
	25.0	1.0	0.342	0.5	弯曲变形（判据1）	弯曲变形	弯曲变形
	25.0	2.0	0.684	0.5	弯曲变形（判据1）	弯曲变形	弯曲变形
	25.0	3.0	1.026	0.5	无毁伤（判据1～2）	无毁伤	无毁伤
水深影响	25.0	1.0	0.342	2.5	弯曲变形（判据1）	弯曲变形	弯曲变形
水深影响	25.0	1.0	0.342	1.25	弯曲变形（判据1）	弯曲变形	弯曲变形

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