水下爆炸作用下高桩码头毁伤效应的数值研究

刘靖晗; 唐廷; 韦灼彬; 李凌锋

doi:10.11858/gywlxb.20190850

水下爆炸作用下高桩码头毁伤效应的数值研究

doi: 10.11858/gywlxb.20190850

刘靖晗^{1, 2,},
唐廷^2,*, ,,
韦灼彬²,
李凌锋^{1, 2}

1.
海军工程大学，湖北武汉　430033
2.
海军勤务学院，天津　300450

基金项目: 军队后勤科研计划项目（CHJ13J006）；大学科研资助立项项目（425517K210）

详细信息

作者简介:
刘靖晗（1992－），男，博士研究生，主要从事港口工程、防护工程研究. E-mail：1226001717@qq.com

通讯作者:
唐　廷（1980－），男，博士，讲师，主要从事港口工程、防护工程研究.E-mail：tangting1980@126.com

中图分类号: O383
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出版历程
- 收稿日期: 2019-10-29
- 修回日期: 2019-11-20

Numerical Study of Damage Effect for High-Piled Wharf Subjected to Underwater Explosion

LIU Jinghan^{1, 2
,},
TANG Ting^{2,*
, ,},
WEI Zhuobin²,
LI Lingfeng^{1, 2}

1.
Naval University of Engineering, Wuhan 430033, Hubei, China
2.
Naval Logistics College of PLA, Tianjin 300450, China

摘要

摘要: 为研究水下爆炸对高桩码头的毁伤作用，建立高桩码头全耦合模型，从冲击波传播和气泡脉动两个阶段，通过LS-DYNA程序对水下爆炸作用下高桩码头的毁伤过程进行研究，探讨了水下爆炸作用下高桩码头动态响应和破坏机理，分析了炸药当量对高桩码头毁伤现象的影响，通过高桩码头剩余承载力评估了不同炸药当量的毁伤效应。结果表明：高桩码头毁伤积累主要在气泡第1次膨胀阶段快速发展，在气泡第1次脉动结束后毁伤基本形成；桩基随气泡脉动产生周期性往复变形，桩基顶部和中部为抗爆性能最薄弱部位，桩基浅水区的毁伤程度大于深水区，码头面板和横、纵梁毁伤较弱；随着炸药当量增加，炸药近场桩基发生弯剪破坏，码头横、纵梁连接处以及码头面板相继出现不同程度损伤。
- 水下爆炸 /
- 高桩码头 /
- 气泡脉动 /
- 动态响应 /
- 毁伤效应
Abstract: In order to study the damage effect of underwater explosion on high-piled wharf, a coupling model of high-piled wharf is established. The damage process of high-piled wharf under underwater explosion is analyzed during shock wave propagation and bubble pulse based on LS-DYNA. The dynamic response and failure mechanism of high-piled wharf and the influence of explosive charge are discussed. The residual loading capacity of high-piled wharf is evaluated. The results show that the damage accumulation of high-piled wharf is mainly developed in the first bubble expansion and the damage is basically formed after the first bubble pulse. The piles have periodic reciprocating deformation due to the bubble pulse, and the top and middle of piles are the weakest parts for anti-explosion performance. The damage effect in the upstream of piles is greater than that in downstream, and the damage of wharf panel and beam is weak. With the increase of explosive charge, the piles near explosive are damaged by bending and shearing, the connection of transverse and longitudinal beams and wharf panel are damaged.
- underwater explosion /
- high-piled wharf /
- bubble pulse /
- dynamic response /
- damage effect

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图 1 码头模型三视图（单位：cm）

Figure 1. Three views of wharf model （Unit：cm）

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图 2 高桩码头计算区域

Figure 2. Calculation region of high-piled wharf

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图 3 有限元模型

Figure 3. Finite element model

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图 4 炸药及测点位置示意图

Figure 4. Schematic of explosive and the measure points

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图 5 直桩的速度和加速度响应

Figure 5. Velocity and acceleration of straight pile

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图 6 斜桩的速度和加速度响应

Figure 6. Velocity and acceleration of oblique pile

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图 7 高桩码头毁伤和气泡脉动过程（Mark82）

Figure 7. Bubble pulse process and the damage process of the wharf (Mark82)

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图 8 直桩的速度和位移响应

Figure 8. Velocity and displacement of straight pile

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图 9 斜桩的速度和位移响应

Figure 9. Velocity and displacement of oblique pile

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图 10 冲击波和气泡脉动作用下高桩码头的毁伤

Figure 10. Damage of high-piled wharf subject to shock wave and bubble impulse

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图 11 高桩码头毁伤以及气泡脉动过程（Mark81）

Figure 11. Bubble pulse process and the damage process of the wharf (Mark81)

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图 12 高桩码头毁伤过程以及气泡脉动过程（Mark83）

Figure 12. Bubble pulse process and the damage process of the wharf (Mark83)

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图 13 重启动模型

Figure 13. Restart model

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表 1 材料参数

Table 1. Material parameters

Material	ρ/(kg·m⁻³)	C₀, C₁	C₂, C₃	C₄	C₅	C₆	E/(J·kg⁻¹)
Air	1.29	0	0	0.4	0.4	0	2.5×10⁵

Material	ρ/(kg·m⁻³)	c	S₁	S₂	S₃	Γ
Water	1 000	1 480	2.56	−1.986	0.226 8	0.5

Material	ρ/(kg·m⁻³)	A	B	ω	R₁	R₂	E₀/(GJ·m⁻³)
Explosive	1 630	3.74 × 10¹¹	7.33 × 10⁹	0.3	4.15	0.95	7

Material	ρ/(kg·m⁻³)	E/MPa	G/MPa
Soil	1 800	16	8

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表 2 数值模拟与理论结果比较

Table 2. Comparison of the numerical and theoretical results

Method	p_max-free/MPa				p_max-straight/MPa		p_max-oblique/MPa		Bubble
Method	2 m	4 m	6 m	8 m	Blast face	Back blast face	Blast face	Back blast face	T/s	R_m/m
Theoretical	144.15	65.86	41.65	30.09	68.09	57.90	33.83	31.11	0.88	6.07
Numerical	153.21	68.21	42.27	27.34	72.35	21.76	33.84	16.06	0.62	5.29
Error/%	6.29	3.57	1.49	9.14	6.25	−62.42	0.03	−48.38	−29.55	−12.85

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表 3 高桩码头毁伤评估

Table 3. Damage assessment of high-piled wharf

W/kg	F	x_max/cm	t_xmax/s	Damage phenomenon	D	Damage level
61.29	1.14	29.4	0.12	The middle and top part of the pile are slightly damaged. The bottom of the pile is slightly damaged. The connection of beams and piles is slightly damaged. The longitudinal beam and the wharf panel are not damaged.	0.06	Slight
117.45	1.42	57.7	0.15	The middle part and the blasting face in top part of pile are damaged, and the reinforcement is exposed. The bottom of the pile is slightly damaged. The connection of beams and piles is slightly damaged.	0.49	Moderate
272.70	1.88	113.9	0.25	The concrete at the top and middle of the pile are completely damaged, and the reinforcement is exposed. the bottom of the pile, longitudinal beam, transverse beamand panel are all damaged. The connection of beams and piles is damaged.	0.76	Severe

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