Dynamic response of underground tunnel to explosive loading from penetration weapons in the critical collapse distance
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摘要: 利用非线性显式动力有限元程序，采用多物质流固耦合计算方法，就GBU-28钻地弹在地下坑道临界震塌爆距处爆炸时，对地下直墙拱坑道的动力响应进行数值模拟。根据围岩动力稳定性和混凝土动态强度判据，结合模拟结果，分析衬砌结构与围岩的相互作用。钻地弹在直墙圆拱断面的坑道临界震塌爆距处爆炸时：围岩处于临界破坏状态，但混凝土衬砌结构处于稳定状态；拱顶的应力峰值明显，且柱状装药情况下，爆炸近区的应力较集团装药情况下的大；拱肩位置出现应力集中；围岩与衬砌结构特征位置处的相互作用载荷与对应质点的振动速度相互耦合，基本成对应的关系。Abstract: Based on ANSYS/LS＿DYNA, the multi-material fluid-solid coupling method was adopted to numerically simulate the dynamic responses of an underground straight-wall-arch tunnel to the penetration and explosion of a guided bomb GBU-28.The explosion of the guided bomb GBU-28was initiated at the critical collapse distance of the straight-wall-arch tunnel.The criterions were obtained for evaluating the dynamic stability of the surrounding rock and the dynamic strength of the lining concrete.The obtained criterions were used to analyze the simulated results and explore the interaction between the tunnel lining and the surrounding rock.When the guided bomb explodes at the critical collapse distance of the straight-wall-arch tunnel, the investigated results display the followings:(1)the surrounding rock is in the critical damage state, and the concrete lining is stable and safe; (2)the effective stress peak at the vault is obvious, and under the strip charge condition, the effective stress in the near field of the explosion is higher than that under the group charge condition; (3)the spandrel takes on a stress concentration phenomenon; (4)at the characteristic positions, the interaction pressures between the surrounding rock and the concrete lining are coupled with the vibration speeds of the particles.
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图 3 柱状装药爆炸，不同时刻的有效应力云图
Figure 3. Effective stress contours for strip charge explosion at different times
图 4 集团装药爆炸，不同时刻的有效应力云图
Figure 4. Effective stress contours for group charge explosion at different times
图 5 柱状装药爆炸时衬砌结构特征位置的有效应力时程曲线
Figure 5. Effective stress-time curves at structural characteristic positions of tunnel lining subjected to strip charge explosion
图 6 集团装药爆炸时衬砌结构特征位置的有效应力时程曲线
Figure 6. Effective stress-time curves at structural characteristic positions of tunnel lining subjected to group charge explosion
图 7 衬砌外侧特征质点y方向位移时程曲线
Figure 7. y-direction displacement-time curves of lateral characteristic particles of tunnel lining
图 8 衬砌外侧特征质点x方向位移时程曲线
Figure 8. x-direction displacement-time curves of lateral characteristic particles of tunnel lining
图 9 衬砌外侧特征质点接触力时程曲线
Figure 9. Contact pressure-time curves of lateral characteristic particles of tunnel lining
图 10 衬砌外侧特征质点振动速度时程曲线
Figure 10. Vibrtation speed-time curves of lateral characteristic particles of tunnel lining
破坏等级 v/(cm·s-1) 坑道破坏状态 1 5~10 土洞内有掉块，未支护松散岩洞内有小掉块 2 10~20 岩体中有裂隙，破碎岩体有掉块 3 20~30 岩洞内有大掉块，小规模塌方，岩柱有掉块 4 30~60 支护出现裂隙，顶板有塌方 5 60~90 地下工程或砌体破裂，硬岩中裂隙扩展严重 6 ＞90 地下工程严重破坏 
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表 2 不同方法得到的坑道拱顶外侧岩石自由场冲击参数
Table 2. Impact parameters in the free field outside the lateral rock of the tunnel vault by different methods
方法 ta/μs tr/μs σp/MPa vp/(m·s-1) ap/(m·s-2) TM5-855-1 1 445.65 144.57 1.75 0.164 461 柱状装药 1 900.00 160.00 2.03 0.214 400 集团装药 1 800.00 130.00 1.95 0.130 424
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表 3 岩石质点振动速度的最大值
Table 3. The maximum particle-vibration speeds of rock
位置 vm/(m·s-1) 柱状装药 集团装药 拱顶 0.214 0.160 拱肩 0.550 0.156 拱脚 0.223 0.416
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表 4 衬砌质点在柱状装药爆炸冲击下的最大有效应力
Table 4. The maximum effective stress of lining unit under strip charge explosion
位置 σm/MPa 外侧单元 内侧单元 拱顶 2.56 1.90 拱肩 1.56 1.31 拱脚 0.60 0.52
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表 5 衬砌质点在集团装药爆炸冲击下的最大有效应力
Table 5. The maximum effective stress of lining unit under group charge explosion
位置 σm/MPa 外侧单元 内侧单元 拱顶 2.16 0.95 拱肩 4.51 0.48 拱脚 1.22 0.11
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