Damage characteristic of caisson gravity wharf subjected to underwater contact and near-field explosion
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摘要: 为探究水下接触和近场爆炸下沉箱码头的毁伤机理和荷载特性，基于沉箱码头缩尺模型试验，采用有限元数值模拟开展对比研究，分析了沉箱码头内冲击波荷载的传播、衰减规律以及沉箱码头的破坏过程和毁伤机理。研究结果表明：水下接触和近场爆炸下，沉箱码头的毁伤区域和破坏特征基本一致，码头迎爆外墙和面板为主要破坏区域，迎爆外墙呈爆坑、破口的破坏现象，面板呈现管沟连接处横向通长裂缝、纵向裂缝并掀飞的破坏现象，沉箱码头侧墙和仓格内纵横隔墙毁伤相对轻微。水下接触和近场爆炸下，沉箱码头内冲击波在仓格的隔墙和填砂界面发生反射和透射现象，码头迎爆外墙、侧墙、板均受到冲击载荷，冲击波荷载在沉箱内的衰减速度由陡至缓，沉箱码头的毁伤特征在水下爆炸冲击波阶段基本形成，毁伤形成时间略大于2倍的冲击波在沉箱码头内的传播时长。Abstract: To investigate the damage mechanism and load characteristics of caisson wharf under underwater contact and near-field explosion, a high-fidelity numerical model was conducted based on the scaled model tests of caisson wharf and verified by comparing the simulation results with the experimental data. The propagation and attenuation characteristics of shock waves inside the caisson, partition walls, and internal backfill soil were analyzed. The destruction process and typical damage mechanisms of the caisson wharf were analyzed by comparing Holmquist‒Johnson‒Cook constitutive model damage contour maps with experimental results. The results shows that the damage areas and characteristics of the caisson wharf are largely consistent under both underwater contact and near-field explosion. The primary damage areas are blast-facing wall and deck slab. The blast-facing wall exhibits cratering and breaching phenomena, while of the deck slab shows transverse full-length cracks at trench-slab connections, longitudinal cracks, and blow-off. The side walls and internal partitions of the caisson wharf sustain relatively minor damage. Shock wave within the caisson subjected to underwater contact and near-field explosions undergo reflection and transmission at the interfaces between the partitions and fillings within the compartments. The blast-facing wall and side walls of the wharf are subjected to shock loads. The transmitted compressive waves across the transverse bulkheads and blast-resistant back walls exhibited amplification compared to the incident waves, whereas attenuation was observed as the waves traversed the sand-filled compartments. Numerical simulation results revealed that the shock wave load within the caisson undergoes a decay rate that transitions from rapid to gradual. Damage characteristics of caisson wharf is primarily shaped during the underwater explosion shockwave phase. Neglecting large-scale macroscopic movements such as uplift and scattering post panel failure, the damage formation time slightly exceeds twice the shockwave propagation duration through the structure.
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图 2 码头模型拉格朗日模型以及尺寸数据（单位：cm）
Figure 2. Lagrange model and dimension of wharf (unit: cm)
图 4 水下接触爆炸下码头迎爆外墙的破坏现象
Figure 4. The damage phenomena of the blasting wall of wharf subjected to underwater contact explosion
图 5 水下接触爆炸下码头侧墙及面板毁伤现象
Figure 5. The damage phenomena of the side wall and slab of wharf subjected to underwarer contact explosion
图 6 水下接触爆炸下仓格内隔墙毁伤现象
Figure 6. The damage phenomena of the interior partition of wharf subjected to underwater contact explosion
图 7 沉箱码头内爆炸荷载峰压沿R向的变化
Figure 7. Variation of the peak pressure in wharf along the R direction
图 9 水下近场爆炸下码头迎爆外墙破坏现象
Figure 9. The damage phenomena of blasting wall of wharf subjected to underwater near-field explosion
图 10 水下近场爆炸下码头侧墙及面板毁伤现象
Figure 10. Damage phenomena of side wall and slab of wharf subjected to underwater near-field explosion
表 1 码头模型各部位的混凝土厚度和配筋
Table 1. Concrete thickness and reinforcement configuration of main members
位置 混凝土厚度/cm 配筋情况 保护层厚度/cm 仓格外墙 12 双层双向配筋，钢筋直径1.2 cm，间距18 cm 2.0 仓格内隔墙 8 双层双向配筋，钢筋直径0.8 cm，间距9 cm 1.5 沉箱底板 25 双层双向配筋，钢筋直径2.0 cm，间距18 cm 4.0 管沟底板 13 双层双向配筋，钢筋直径0.6 cm，间距15 cm 2.0 管沟外壁 12, 8 双层双向配筋，钢筋直径0.6 cm，间距15 cm 1.5 面板 6 管沟上部面板单层双向配筋，其他部位不配筋 1.5 封仓板 6 不配筋 
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表 2 试验工况
Table 2. Experimental schemes
工况 爆炸类型 炸药当量/kg 引爆位置 炸深/m 1 水下接触爆炸 1 紧贴沉箱中间仓格外墙中部 0.9 2 水下近场爆炸 1 正对沉箱中间仓格外墙中心距离0.5 m 0.9
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表 3 混凝土HJC模型参数（
$f_{\mathrm{c}} $ =28.2 MPa）Table 3. HJC model parameters of concrete (fc=28.2 MPa)
ρ0/(kg·m−3) G/GPa $f'_c$/MPa A B C N 2440 9.24 22.26 0.79 1.6 0.007 0.61 Smax D1 D2 EFMIN T/MPa pcrush/MPa μcrush 7.0 0.034 1.0 0.0068 2.93 7.42 0.0011 Plock/GPa μlock k1/GPa k2/GPa k3/GPa ${\dot \varepsilon _0}$/μs−1 fs 0.80 0.11 85 −171 208 1E-6 0.004
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表 4 混凝土HJC模型参数（
$f_{\mathrm{c}} $ =35.0 MPa）Table 4. HJC mode parameters of concrete (fc=35.0 MPa)
ρ0/(kg·m−3) G/GPa $f'_c$/MPa A B C N 2440 10.29 27.62 0.79 1.6 0.007 0.61 Smax D1 D2 EFMIN T/MPa pcrush/MPa μcrush 7.0 0.035 1.0 0.0075 3.26 9.21 0.0012 Plock/GPa μlock k1/GPa k2/GPa k3/GPa ${\dot \varepsilon _0}$/μs−1 fs 0.80 0.11 85 −171 208 1E-6 0.004
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表 5 钢筋材料参数表
Table 5. Parameters of steel bar
ρ0/(kg·m−3) ν SIGY/ MPa E/GPa Gs/GPa SRC/ s−1 SRP EFS VP 7850 0.3 335 210 1.2 40 5 0.12 0
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ρ0/(kg·m−3) E/MPa G/MPa SIGY/MPa PC/MPa EFS 1800 47.38 16.01 7.70 -0.70 1.2
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表 7 材料参数
Table 7. Material parameters
Material ρ0/(kg·m−3) C0 C1 C2 C3 C4 C5 C6 Ea/(J·kg−1) Air 1.293 0 0 0 0 0.4 0.4 0 2.5×105 Material ρ0/(kg·m−3) c/(m·s−1) S1 S2 S3 γ0 Water 1000 1480 2.56 −1.986 1.2268 0.5 Material ρ0/(kg·m−3) A1/GPa B1/GPa ω R1 R2 D/(m·s−1) Pcj/GPa Explosive 1654 3374 3.23 0.3 4.15 0.95 6390 27 Material ρ0/(kg·m−3) Es/MPa Gs/MPa Soil 1860 22.4 8
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