Dynamic interaction between surrounding rock and initial supporting structure subjected to explosion shock wave
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摘要: 爆炸作用下围岩与被覆结构的动力相互作用对于合理确定防护结构荷载、科学设计被覆结构具有重要意义。运用ANSYS/LS-DYNA非线性显式动力有限元程序和流-固耦合算法，对垂直爆炸作用下不同爆距、不同跨度的地下结构与围岩的动力相互作用进行了数值模拟，应用波动理论进行了动力相互作用力分析，讨论了相互作用动载计算公式在岩石结构中的适用性，得到了围岩与被覆结构的最大相互作用力变化规律。研究结果表明：在距拱顶1~25 m垂直爆炸作用下，14~25 m跨地下结构都发生了拱顶局部破坏，整个拱的混凝土均会产生震动裂缝；当爆距为4 m时，围岩与结构的动力耦合作用最大，可以作为确定最大荷载的依据。Abstract: The dynamic interaction between the surrounding rock and the initial supporting structure is essential for determining the load of the underground structure and designing the supporting structure. Using the nonlinear dynamic finite element procedure of ANSYS/LS-DYNA and the fluid-solid coupling algorithm, we simulated the underground arch structures with different spans subjected to the shock wave produced by an explosion perpendicular to the vault. Based on the wave theory we also analyzed the dynamic interaction force between the surrounding rock and the supporting structure and the applicability of the dynamic load equation, and obtained the variation of the maximum interaction. The results show that, at a perpendicular explosion that occurs 1~25 m away from the vault, the structures with 14~25 m spans experience partial failure on the vault while the concrete structure of the whole structure forms overall cracks. The maximum dynamic interaction force is observed when the explosion occurs at a distance 4 m. Our study can serve as a basis in determining the maximum load for the design of the surrounding rock and the underground structure.
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Key words:
- explosion shock wave /
- underground structure /
- numerical simulation /
- dynamic interaction
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图 9 混凝土单元的有效塑性应变时程曲线
Figure 9. Effective plastic strain-timecurve of concrete elements
图 11 拱跨度为14 m、爆距为3 m时的压力时程曲线
Figure 11. Pressure-time curve of the structure with 14 m span at the explosion distance of 3 m
图 12 拱跨度为14 m时的最大相互作用力变化
Figure 12. Variation of maximum interaction force of the structure with 14 m span
图 13 跨度为14 m时混凝土的最小主应力变化
Figure 13. Variation of minimum principal stress ofthe concrete with 14 m span
图 14 跨度为14 m时拱顶钢筋的最小主应力变化
Figure 14. Variation of minimum principal stress of the steel with 14 m span
图 15 跨度为14~25 m时混凝土的最大相互作用力变化
Figure 15. Variation of maximum interaction force ofthe concrete with 14~25 m span
图 16 跨度为14~25 m时混凝土的最小主应力变化
Figure 16. Variation of minimum principal stress ofthe concrete with 14~25 m span
表 1 材料参数
Table 1. Material parameters
材料 ρ/(kg·m-3) E/GPa ν fc/MPa εu ft/MPa 白云岩 2 500 34.0 0.31 83.0 0.003 0 2.45 混凝土 2 400 32.5 0.20 26.8 0.003 2 2.39 钢筋 7 850 200.0 0.27 400.0 6.750 0 400.00 
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表 2 炸药材料参数
Table 2. Material parameter of explosive
ρ/(kg·m-3) D/(m·s-1) A/GPa B/GPa R1 R2 ω E0/GPa pCJ/GPa 930 3 200 371 7.43 4.15 0.95 0.3 7.0 18.5
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表 3 动力相互作用荷载计算结果与模拟结果的对比
Table 3. Comparison of experimental and simulation of dynamic interaction load
l/m d/m p/MPa 相对误差/% 计算 模拟 14 1 142.9 121.2 17.9 14 2 156.5 197.1 -20.6 14 3 186.5 317.1 -41.2 14 4 201.4 320.5 -37.1 14 5 90.9 314.5 -71.1 14 6 63.1 266.5 -76.3 14 7 38.8 183.8 -78.9 15 1 138.9 118.6 17.2 24 1 140.8 105.7 33.3 40 1 135.5 100.1 35.4
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