Anti-Blast Performance of Ultra-High Performance Concrete-Filled Double Steel Tubes under Close-in Blast Loading
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摘要: 为研究中空夹层超高性能钢管混凝土（Ultra-high performance concrete-filled double skin steel tubes, UHPCFDST）柱在近爆载荷作用下的抗爆性能，建立了TNT炸药-UHPCFDST柱-空气三维有限元模型，采用ALE多物质流固耦合算法分析了UHPCFDST柱在近爆作用下的损伤机理、能量吸收特性和影响参数，计算结果表明：UHPCFDST柱在近爆作用下的典型破坏模式为钢管的塑性变形和混凝土芯柱的凹陷破坏，且混凝土芯柱的损伤过程可以分为3个阶段；与填充普通混凝土柱相比，UHPCFDST柱具有优异的抗爆性能；在一定范围内，减小截面空心率可以有效提升UHPCFDST柱的抗爆性能；增加内外钢管厚度均可提升UHPCFDST柱的抗爆性能，但增加外层钢管厚度时提升效果更显著；有无轴压对UHPCFDST柱的变形有较大影响，在一定范围内增加轴压比有利于抵抗整体变形，但同时局部变形增大，当轴压比较大时，UHPCFDST柱在近爆载荷和轴向载荷作用下失去承载能力。
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关键词:
- 中空夹层超高性能钢管混凝土柱 /
- 近爆 /
- 损伤机理 /
- 能量吸收特性
Abstract: In order to study the explosion resistance of ultra-high performance concrete-filled double skin steel tubes (UHPCFDST) under near-explosive loads, a three-dimensional finite element model of TNT explosives-UHPCFDST columns-air was established. The ALE multi-material fluid-solid coupling algorithm is used to analyze the damage mechanism, energy absorption characteristics and influence parameters of UHPCFDST columns under near-explosion. The calculation results show that the typical failure modes of UHPCFDST columns under near-explosion are plastic deformation and the collapse of the concrete core pillar. The damage process of the concrete core pillar can be divided into three stages. Compared with the ordinary concrete column, the UHPCFDST column has superior anti-blast performance; within a certain range, reducing the cross-section hollow ratio can effectively improve the explosion resistance of UHPCFDST columns; increasing the thickness of inner and outer steel pipes, particularly for the inner pipe, can increase the explosion resistance of UHPCFDST columns. The presence of axial pressure has a great influence on the deformation of the UHPCFDST column. The increase of axial pressure ratio, within a certain range is beneficial to resisting the overall deformation. As the axial pressure continues to increase, local deformation increases and the UHPCFDST column would lose its strength under the combined effects of the near-blast and the axial loads. -
图 1 普通强度混凝土和UHPC的
$\lambda $ 和$\eta $ Figure 1.
$\lambda $ and$\eta $ values in normal strength concrete and UHPC
图 5 不同炸药当量下实验与数值模拟凹陷变形对比
Figure 5. Comparison of the sag deformation between experiments and numericalsimulations under different explosive equivalents
图 6 UHPCFDST柱钢管不同时刻的应力云图
Figure 6. Stress diagram of the UHPCFDST column steel pipe at different time
图 7 UHPCFDST柱不同时刻的损伤轮廓
Figure 7. Damage profile of the UHPCFDST column at different time
图 8 UHPCFDST柱的塑性变形能时程曲线
Figure 8. Plastic deformation energy-time history curves of the UHPCFDST column
图 9 UHPCFDST柱的动能时程曲线
Figure 9. Kinetic energy-time history curves of the UHPCFDST column
图 10 不同混凝土强度CFDST柱的局部变形时程曲线
Figure 10. Local deformation-time history curves of the CFDST column with different concrete strength
图 11 不同混凝土强度CFDST柱的整体变形时程曲线
Figure 11. Overall deformation-time history curves of the CFDST column with different concrete strength
图 12 混凝土强度对CFDST柱变形的影响
Figure 12. Effect of concrete strength on deformation of the CFDST columns
图 13 不同截面空心率UHPCFDST柱局部变形时程曲线
Figure 13. Local deformation-time history curves of the UHPCFDST column with different hollow ratios
图 14 不同截面空心率UHPCFDST柱整体变形时程曲线
Figure 14. Overall deformation-time history curves of the UHPCFDST column with different hollow ratios
图 15 截面空心率对UHPCFDST柱变形的影响
Figure 15. Influence of cross-section hollow ratios on the UHPCFDST column deformation
图 16 外钢管厚度变化时UHPCFDST柱的局部变形时程曲线
Figure 16. Local deformation-time history curves of the UHPCFDST column with various outer steel thicknesses
图 17 外钢管厚度变化时UHPCFDST柱的整体变形时程曲线
Figure 17. Overall deformation-time history curves of the UHPCFDST column with various outer steel thicknesses
图 18 内外钢管厚度变化对UHPCFDST柱变形的影响
Figure 18. Influence of the thickness of inner and outer steel pipes on the UHPCFDST column deformation
图 19 不同轴压比UHPCFDST柱的局部变形时程曲线
Figure 19. Local deformation-time history curves of the UHPCFDST column under various axial compression ratios
图 20 不同轴压比UHPCFDST柱的整体变形时程曲线
Figure 20. Overall deformation-time history curves of the UHPCFDST column under variousaxial compression ratios
A/GPa B/GPa R1 R2 $\omega $ $\;\rho $e/(kg·m−3) D/(m·s−1) p/GPa E/(MJ·kg−1) 373.8 3.75 4.5 0.9 0.35 1 640 5730 19 6.93 
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表 2 空气的主要参数
Table 2. Main parameters of air
C0 C1 C2 C3 C4 C5 C6 $\;\rho $a/(kg·m−3) E0/(J·m−3) V0 0 0 0 0 0.4 0.4 0 1.29 2.5 × 105 1.0
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Material $\;\rho $s/(kg·m−3) Es/GPa $\nu $ Y/MPa $\tau $/GPa C/s−1 P Steel 7 850 206 0.3 348.5 2.1 6 844 3.91
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表 4 UHPC关键参数
Table 4. Key parameters of UHPC
Material $\;\rho $0/(kg·m-3) Fc/MPa Ft/MPa $\nu $ B1 WLZ/mm $\omega $ UHPC 2 400 170 18 0.19 0.80 6 0.10
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表 5 网格划分细节和结果
Table 5. Meshing details and results
Mesh No. Meshing details Denting depth/mm Along the radial Along the circumference Along the height 1 1 + 8 + 1 40 100 66.5 2 2 + 15 + 2 80 200 72.6 3 3 + 15 + 3 120 300 73.2
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表 6 CFDST凹陷位移试验值[10]与数值模拟值对比
Table 6. Comparison of the CFDST depression displacement between experiments[10] and numerical simulations
Explosive mass/kg CFDST depression displacement/mm Error/% Experiment Simulation 5 29.3 28.6 2.4 8 77.7 72.6 6.6
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表 7 不同工况数值模型参数
Table 7. Model parameters in different working conditions
Group No. Di/mm ti/mm Do/mm to/mm Outer steel pipe thickness change 1 159 6 325 4 2 159 6 325 5 3 159 6 325 6 4 159 6 325 7 Inner steel pipe thickness change 5 159 4 325 6 6 159 5 325 6 7 159 6 325 6 8 159 7 325 6
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