A new composite protective structure based on controllability of blast load on structure layer (I): blast resistance mechanism
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摘要: 针对以中粗砂为分配层的传统成层式结构难以可靠控制作用于主体结构上荷载的缺陷，以及以泡沫混凝土为夹层的组合式防护结构抗爆机制不明等问题，开展了组合式防护结构预制孔装药爆炸试验，测得了特定位置处的爆炸波时程曲线和结构损伤破坏情况。然后基于Kong-Fang混凝土材料模型和LS-DYNA中的光滑粒子伽辽金（SPG）算法，开展了爆炸波在组合式防护结构中传播衰减规律和损伤破坏的数值模拟研究。试验和数值模拟结果表明：组合式防护结构的抗爆机制在于遮弹层和泡沫混凝土层之间的强波阻抗失配关系，通过“调控”爆炸能量的分配，使得爆炸能量大部分耗散在遮弹层中，大幅减少经泡沫混凝土层到达主体结构上的荷载和能量。研究结果可为抗新型钻地弹的防护设计提供重要参考。
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关键词:
- 泡沫混凝土 /
- 组合式防护结构 /
- 爆炸波 /
- 波阻抗 /
- Kong-Fang模型
Abstract: The layered protective structure composed of bursting layer, distribution layer and structure layer is usually used to resist the penetration and blast waves induced by advanced earth penetrating weapons (EPWs). The defect of traditional layered protective structure with medium/coarse sand as the distribution layer is that it is difficult to reliably control the load on the structure layer. To solve this issue, an alternative approach is presented by replacing the material of distribution layer from the frequently-used medium/coarse sand to foam concrete. To investigate the blast resistance of layered protective structure sandwiched by foam concrete (named composite protective structure), the blast test on the layered composite target composed of CF120 concrete (a fiber reinforced high-strength concrete) bursting layer, C5 foam concrete distribution layer and C40 reinforced concrete structure layer was firstly conducted in the present study, in which the damage and failure in the layered composite target and blast waves at specific locations were the major concern and were accurately recorded. Then based on the concrete material model established by Kong and Fang and the Smoothed Particle Galerkin (SPG) algorithm available in the LS-DYNA, a corresponding numerical model was developed and validated against test data. Using the validated numerical model, the propagation and attenuation of blast waves and damage and failure in the composite protective structure induced by cylindrical charge explosion are discussed in detail. It is found that the blast resistance mechanism of the composite protective structure is attributed to the extreme wave impedance mismatch between the bursting layer and the foam concrete layer, which greatly reduces the propagation of blast waves into the foam concrete layer, leading to a transformation of more blast energy to the bursting layer, so that the blast load and energy on the structure layer can be greatly reduced. The research results can provide important reference for the design of protective structure against EPWs.-
Key words:
- Foam concrete /
- Composite protective structure /
- Blast load /
- Wave impedance /
- Kong-Fang material model
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图 2 组合式防护结构预制孔装药爆炸试验示意图
Figure 2. Schematic diagram of blast test on composite protective structure
图 5 试验测得的应力时程曲线及与数值模拟结果的对比
Figure 5. Comparisons of stress-time histories between test data and numerical prediction
图 6 组合式防护结构预制孔装药爆炸数值模型
Figure 6. Numerical model of blast test on composite protective structure
图 8 不同网格尺寸预测得到的应力时程曲线
Figure 8. Stress-time histories predicted by different mesh sizes
图 9 不同网格尺寸预测得到的CF120混凝土遮弹层损伤破坏云图
Figure 9. Numerically predicted damage in CF120 concrete bursting layer by different mesh sizes
图 10 CF120混凝土遮弹层损伤云图
Figure 10. Numerically predicted damage in CF120 concrete bursting layer
图 11 组合式防护结构数值模型及测点布置示意图
Figure 11. Numerical model of composite protective structure subjected to explosion and locations of the gauges
图 12 结构I遮弹层损伤云图
Figure 12. Numerically predicted damage in CF120 concrete bursting layer of Structure I
图 13 结构II遮弹层损伤云图
Figure 13. Numerically predicted damage in CF120 concrete bursting layer of Structure II
图 14 两种组合式结构（结构I和结构II）中主体结构层的损伤云图
Figure 14. Numerically predicted damage in the structure layers of Structure I and Structure II
图 15 两种组合式结构（结构I和结构II）中主体结构层测点应力时程曲线
Figure 15. Stress-time histories of gauges in structural layers of Structure I and Structure II
图 16 两种组合式结构（结构I和结构II）中各层能量对比
Figure 16. Comparison of blast energy distribution in each layer of Structure I and Structure II
图 17 两种组合式结构（结构I和结构II）界面A处测点应力时程曲线
Figure 17. Stress-time histories of three gauges at Interface A in Structure I and Structure II
图 18 0.5 m厚C5泡沫混凝土层沿中心轴线方向的爆炸波应力、应变峰值分布情况
Figure 18. Peak stress and peak strain along the central axis of C5 foam concrete layer with a thickness of 0.5 m
图 19 两种组合式结构（结构I和结构II）界面B处测点应力时程曲线
Figure 19. Stress-time histories of three gauges at Interface B in Structure I and Structure II
表 1 CF120超高性能混凝土配合比（单位：kg/m3）
Table 1. Mix proportion of CF120 ultra-high performance concrete (Unit: kg/m3)
高强
水泥活性
粉末砂 石子 钢纤维 水 减水剂 5 mm～10 mm 10 mm～16 mm 523 230 623 407 611 25 122 21 
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表 2 泡沫混凝土配合比
Table 2. Mix proportion of foam concrete
强度等级 设计密度（kg/m3） 粉煤灰（kg/m3） 矿渣（kg/m3） 硅酸钠溶液（kg/m3） 氢氧化钠固体（kg/m3） 水（kg/m3） 泡沫（L/m3） C1 500 202 202 188 14 72 600 C3 900 362 362 339 25 133 406 C5 1200 484 484 452 33 182 108 C10 1400 564 564 528 38 213 65
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