Experimental research in damage effects of high-piled wharf under underwater explosion
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摘要: 为了研究水下爆炸作用下高桩码头的破坏模式和毁伤机理，考虑不同炸药位置，设计制作2个高桩码头模型，进行水下爆炸试验，记录了水下荷载数据和码头模型毁伤现象，探析了炸药位置对高桩码头毁伤效应和破坏机理的影响。研究表明：水下爆炸作用下码头受到2次超压荷载，分别为初始冲击波、水底反射波组成的冲击波载荷和气泡脉动载荷；水下爆炸作用下，高桩码头的主要毁伤部位为桩基的中部和顶部、面板、纵梁以及面板与纵、横梁连接处；炸药位置直接影响高桩码头破坏模式，减小爆距会加剧桩基毁伤效应，当炸药位于面板下方时，码头上部梁板结构的毁伤程度较大。Abstract: In order to study the failure mode and damage mechanism of a high-piled wharf subjected to underwater explosion, the experimental study on two models of the high-piled wharf under different explosive positions was conducted. The data collection and analysis for underwater loads and damage phenomenon of wharf models were recorded. The influence of explosive position on the damage effect and damage mechanism of high-piled wharf was analyzed. The results show the followings: The wharf is subjected to two times of loads under underwater explosive, which are the shock wave load composed of initial shock wave and underwater reflected wave, and bubble pulse load. The main damaged parts of the high-piled wharf are the middle and top of the piles, panel, longitudinal beams and the connection of the panel and beams. The explosive position directly affects the damage form of the wharf. Reducing the distance between the explosive and pile will increase the damage of the pile. When the explosive is located under the panel, the beams and panel of the high-piled wharf is seriously damaged.
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Key words:
- underwater explosion /
- high-piled wharf /
- damage effect /
- explosive position
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图 1 试验场地、炸药及传感器布设方案（HW1）
Figure 1. Experimental site, explosive and sensor position arrangement (HW1)
图 2 试验场地、炸药及传感器布设方案（HW2）
Figure 2. Experimental site, explosive and sensor position arrangement (HW2)
图 4 水下爆炸高桩码头模型破坏现象（HW1）
Figure 4. The damage phenomena of the high-piled wharf model under underwater explosion (HW1)
图 5 水下爆炸高桩码头模型破坏现象（HW2）
Figure 5. The damage phenomena of the high-piled wharf model under underwater explosion (HW2)
表 1 主要构件参数（单位为mm）
Table 1. Matching bar condition of main members (unit in mm)
构件 尺寸 配筋情况 保护层厚度 面板（HW1） 3800×2300×100 双层双向配筋∅6@200 20 面板（HW2） 2600×2300×100 双层双向配筋∅6@200 20 横梁 肋部纵筋2∅8
翼缘纵筋6∅8
箍筋∅6@20020 纵梁 纵筋4∅8
箍筋∅6@12520 桩 120×120×3100 纵筋4∅10
上部箍筋∅6@200，下部箍筋∅6@40020 注：纵梁箍筋仅在纵、横梁交界处布置；桩基为预制，码头面板、横梁、纵梁为现场整体浇筑。 
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表 2 1 kg乳化炸药与1 kg TNT水下爆炸荷载比较
Table 2. Comparison of underwater explosion load between 1 kg emulsion explosive and 1 kg TNT
Pm/MPa I/(Pa·s) pm/MPa i/(Pa·s) T/s 乳化炸药 (HW1) 17.91 1 782.09 3.02 822.80 0.017 TNT 19.48 2 695.31 3.02 13 892.07 0.280 δ/% −8.06 −33.82 0 −94.08 −93.930 乳化炸药 (HW2) 18.25 2 066.17 5.76 1 026.39 0.017 TNT 20.44 2 799.48 3.15 14 496.07 0.280 δ/% −10.71 −26.20 82.86 −92.92 −93.930
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表 3 高桩码头模型毁伤效应
Table 3. Damage effect of high-piled wharf
码头部位 毁伤效应 HW1
炸药位于4个桩基之间，面板下方，爆距0.61 mHW2
炸药位于2个桩基中间，纵梁下方，爆距0.29 m桩基 1. 桩中迎爆棱边形成爆坑，桩中背爆面形成水平裂缝；
2. 桩顶迎爆面与横梁连接处剪切破坏，桩顶背爆面混凝土压坏；
3. 桩底产生轻微位移。1. 桩中混凝土贯穿破坏，钢筋裸露向外侧变形；
2. 桩顶混凝土破坏严重，破坏贯通或形成塑性铰；
3. 桩底产生明显位移，出现水平裂缝。面板 1. 面板向上弯曲隆起，顶部形成裂缝；
2. 面板顶部长边侧混凝土破坏，钢筋裸露；
3. 面板底部与纵横梁连接处混凝土撕裂破坏，钢筋裸露。1. 面板向上弯曲隆起，顶部形成细微裂缝；
2. 面板底部与纵横梁连接处形成水平裂缝。横梁 横梁与面板连接处混凝土撕裂破坏，钢筋裸露向上拔起。 横梁与面板连接处形成水平裂缝。 纵梁 1. 纵梁与面板连接处混凝土撕裂破坏，钢筋裸露向上拔起；
2. 纵梁形成轻微斜裂缝。1. 纵梁与面板连接处形水平成裂缝；
2. 纵梁形成对称斜裂缝。
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