港池环境近水面水下爆炸特性及其毁伤效应

董琪; 韦灼彬; 唐廷; 李凌锋; 刘靖晗

doi:10.11858/gywlxb.20180638

港池环境近水面水下爆炸特性及其毁伤效应

doi: 10.11858/gywlxb.20180638

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

1.
海军工程大学舰船与海洋学院，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）

详细信息

作者简介:
董　琪（1990－），男，博士研究生，主要从事港口工程、防护工程研究. E-mail：dq_1990@163.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：kublai@126.com

中图分类号: O381; O383.2
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出版历程
- 收稿日期: 2018-09-17
- 修回日期: 2018-10-08

Loading Characteristics and Damage Effect of Near-Surface Underwater Explosion in Harbor Basin

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

1.
College of Warship and Ocean, Naval University of Engineering, Wuhan 430033, China
2.
Naval Logistics Academy, Tianjin 300450, China

摘要

摘要: 为研究港池环境近水面水下爆炸载荷及其对码头结构的损伤特性，设计了一种典型码头结构，并构建港池环境，运用LS-DYNA程序开展水下爆炸数值模拟研究，对爆炸现象、荷载特性、结构动态响应和能量吸收特性4个方面进行了详细研究，分析了边界、比例爆距等参数的影响规律。结果表明：爆炸气泡脉动主要受到码头结构边界和水面的影响，水底和有限港池内的流体运动对其亦有一定影响；冲击波荷载以比例爆深为中心呈垂向对称分布，气泡脉动荷载主要分布于比例爆深以下位置；结构变形和毁伤主要在冲击波传播阶段形成，气泡脉动和射流的二次毁伤效果较弱；混凝土和沉箱内填土是主要能量吸收部分。
- 水下爆炸 /
- 港池 /
- 近水面 /
- 毁伤效应 /
- 沉箱重力式码头
Abstract: In order to study the load of underwater explosion near the surface of the harbor basin and the damage effect on the wharf, we designed a typical wharf structure and built a harbor basin environment. Then through a series of numerical analysis which was accomplished based on finite element program LS-DYNA, the explosion phenomenon, loading characteristics, structural dynamic response and energy absorption characteristics were studied in details, the influence rules and action mechanism of the boundary, scaled collapse distance and other parameters were analyzed. The results show that: the explosion bubble pulsation is mainly affected by wharf structure boundary and free surface, the bottom and the movement of fluid in the limited space also have some impacts. The shock wave load is symmetrically distributed in the vertical direction with the scaled explosion depth as the center, and the bubble pulsation load is mainly distributed below the scaled explosion depth. The structural deformation and damage are mainly formed on the propagation of shock wave, and the secondary damage effect of bubble pulsation and jet is weak. Concrete and caisson fill absorb most of the explosive energy.
- underwater explosion /
- harbor basin /
- near-surface /
- damage effect /
- caisson gravity wharf

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图 1 港池内水下爆炸环境示意图

Figure 1. Diagram of the environment of underwater explosion in harbor basin

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图 2 有限元计算模型(单位：cm)

Figure 2. FEM calculation model (Unit: cm)

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图 3 码头结构三视图和剖面图（单位：cm）

Figure 3. Three views and sectional views of wharf（Unit: cm）

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图 4 炸药及测点位置

Figure 4. Positions of explosive and measure point

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图 5 工况1气泡形态图

Figure 5. Configuration changing process of bubble in Condition 1

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图 9 工况5气泡形态图

Figure 9. Configuration changing process of bubble in Condition 5

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图 6 工况2气泡形态图

Figure 6. Configuration changing process of bubble in Condition 2

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图 7 工况3气泡形态图

Figure 7. Configuration changing process of bubble in Condition 3

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图 8 工况4气泡形态图

Figure 8. Configuration changing process of bubble in Condition 4

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图 10 荷载沿水深分布

Figure 10. Load distribution at different depth

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图 11 工况1中结构变形与毁伤过程

Figure 11. Process of the deformation and damage of structure in Condition 1

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图 12 工况3中结构变形与毁伤过程

Figure 12. Process of the deformation and damage of structure in Condition 3

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表 1 主要部位混凝土厚度及配筋情况

Table 1. Concrete thickness and matching bar condition of main members

Position	Concrete thickness/cm	Reinforcement situation	Cover thickness/cm
Cabin ex-wall	60	Double two way, $\varnothing$2.2 cm，@ 60 cm	20
Breast wall	60	Double two way, $\varnothing$2.2 cm，@ 60 cm	20
Partition	60	No reinforcement
Cabin floor	60	No reinforcement
Sealed plate	30	No reinforcement
Face plate	30	No reinforcement

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表 2 材料参数^[11-12]

Table 2. Material parameters^[11-12]

Material	$ \rho $_a0/(kg·m^–3)	E_a/(MJ·kg^–1)	C₀	C₁	C₂	C₃	C₄	C₅	C₆
Air	1.293	0.25	0	0	0	0	0.4	0.4	0

Material	$ \rho $_w0/(kg·m^–3)	C/(m·s^–1)	S₁	S₂	S₃	$\gamma $₀
Water	1000	1480	2.56	–1.986	1.2268	0.5

Material	$\rho $_e0/(kg·m^–3)	A/GPa	B/GPa	$\omega $	R₁	R₂	D/(m·s^–1)	p_CJ/GPa
Explosive	1654	374	3.23	0.3	4.15	0.95	6390	27

Material	$ \rho $_s0/(kg·m^–3)	E_s/MPa	G_s/MPa
Soil	1860	22.4	8

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表 3 填土参数^[14]

Table 3. Parameters of backfill^[14]

$\rho $₀/(kg·m^–3)	E/MPa	G/MPa	Yield stress/MPa	Cutoff pressure/MPa	Failure strain
1800	47.38	16.01	7.70	–0.70	1.2

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表 4 钢筋材料参数

Table 4. Parameters of steel bar

Density/ （g·cm^–3）	Poisson’s ratio	Initial yield stress/MPa	Elastic modulus/GPa	Tangent modulus/GPa	Strain rate/s^–1	Strain rate parameter	Failure strain	Reinforcement parameter
7.85	0.3	335	210	1.2	40	5	0.12	0

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表 5 C40混凝土HJC模型参数

Table 5. Parameters of C40 concrete used in HJC model

$ \rho $/(kg·m^–3)	G/GPa	F_c'/MPa	A	B	C	N
2440	11.01	31.60	0.79	1.6	0.007	0.61

S_max	D₁	D₂	EFMIN	T/MPa	P_crush/MPa	$ \mu $_crush
7.0	0.036	1.0	0.0080	3.49	10.53	0.0013

P_lock/GPa	${\mu _{{\rm{lock}}}} $	k₁/GPa	k₂/GPa	k₃/GPa	${{\dot \varepsilon }_0}/{{\rm{s}}^{ - 1}}$	f_s
0.80	0.11	85	–171	208	1	0.004

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表 6 C45混凝土HJC模型参数

Table 6. Parameters of C45 concrete used in HJC model

$ {\rho _0}$/(kg·m^-3)	G/GPa	F_c'/MPa	A	B	C	N
2440	11.68	35.55	0.79	1.6	0.007	0.61

S_max	D₁	D₂	EFMIN	T/MPa	P_crush/MPa	$ {\mu _{\rm crush}}$
7.0	0.037	1.0	0.0085	3.70	11.85	0.0014

P_lock/GPa	${\mu _{{\rm{lock}}}} $	k₁/GPa	k₂/GPa	k₃/GPa	$ {{\dot \varepsilon }_0}/{{\rm{s}}^{ - 1}}$	f_s
0.80	0.11	85	–171	208	1	0.004

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表 7 工况设置

Table 7. Simluation conditions

Condition	Explosive position	W/kg	R/m	H/m	D/m	$ \overline R $/(m·kg^–1/3)	$\overline H $/(m·kg^–1/3)	$ \overline D $/(m·kg^–1/3)
1	C₁	100	2	3	0	0.43	0.65	0
2	C₂	100	4	3	0	0.86	0.65	0
3	C₃	100	6	3	0	1.29	0.65	0
4	C₄	100	8	3	0	1.72	0.65	0
5	C₅	100	10	3	0	2.16	0.65	0

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表 8 气泡脉动规律

Table 8. Pattern of bubble impulse

Condition	${\bar R}$/(m·kg^–1/3)	t_re/s	Maximum shape	D_re/m	t₁/s	Minimum shape	t₂/s	t_b/s
1	0.43	0.24	Semi pyriform cavity	7.8		Irregular discrete bubble		0.18
2	0.86	0.34	Semi pyriform cavity	10.0		Irregularly multiconnected domain		0.42
3	1.29	0.32	Offside platy pyriform cavity	11.4	0.78	Cyclic multiconnected domain	1.50	0.58
4	1.72	0.32	Vertical symmetry pyriform cavity	12.0	0.78	Cyclic multiconnected domain	1.38	1.48
5	2.16	0.32	Vertical symmetry pyriform cavity	12.2	0.78	Cyclic multiconnected domain	1.42	2.52

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表 9 码头结构各部分吸收能量

Table 9. Energy absorption of different parts of the harbor basin

$ \overline R$/(m·kg^–1/3)	E_c/MJ	$ {\eta _{ {\rm{c} }} }$/%	E_cs/MJ	${\eta _{{\rm{cs}}}} $/%	E_s/MJ	${\eta _{{\rm{s}}}} $/%	E_ts/MJ	$ {\eta _{{\rm{ts}}}}$/%	E_sum/MJ
0.43	5.08	57.44	3.56	40.29	0.1306	1.48	0.0703	0.79	8.84
0.86	1.97	44.30	2.41	54.16	0.0069	0.15	0.0618	1.39	4.46
1.29	0.81	29.98	1.85	68.19	0.0014	0.05	0.0485	1.78	2.71
1.72	0.36	19.03	1.49	78.97	0.0003	0.01	0.0374	1.99	1.88
2.16	0.19	12.72	1.26	85.41	0.0002	0.02	0.0272	1.85	1.47

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