Experimental study on dynamic response of underground utility tunnel under ground explosion
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摘要: 为研究地下综合管廊结构的抗外部爆炸性能，针对整体现浇管廊和预制节段拼装管廊结构在地面爆炸作用下的动力响应特性和破坏模式开展了野外爆炸实验研究。通过11个工况的野外爆炸实验，观测了现浇管廊和预制节段拼装管廊在不同比例距离爆炸工况下的破坏特征和动力响应，对比分析了现浇管廊和预制节段拼装管廊的抗爆性能。结果表明：在地面爆炸作用下，现浇管廊和预制节段拼装管廊的顶板最终均出现弯剪破坏，整体现浇管廊的抗爆性能总体上优于预制节段拼装管廊。起爆位置对预制节段拼装管廊爆炸响应的影响较大，在节段中心上方起爆时结构损伤最严重。在小比例距离地面爆炸作用下，现浇管廊的损伤区域大于预制节段拼装管廊，预制节段拼装管廊的损伤集中在近爆心下方所在的节段或连接接缝处，节段间可产生较大残余滑移。Abstract: To investigate the anti-external-blast performance of underground utility tunnel structures, field explosion tests were conducted to study the dynamic response characteristics and failure modes of cast-in-place and precast segmental utility tunnel structures subjected to the ground surface explosion. Via field explosion tests of 11 cases, the failure characteristics and dynamic responses of cast-in-place and precast segmental utility tunnels under explosion at different scaled distances were observed. The anti-blast performance of the cast-in-place and precast segmental utility tunnels was compared and analyzed. The research results indicate that both the roofs of cast-in-place and precast segmental utility tunnels ultimately exhibit bending and shear failure when subjected to ground explosion. The anti-blast performance of the cast-in-place utility tunnel is better than that of the precast segmental utility tunnel. The detonation position has a significant impact on the blast response of the precast segmental utility tunnel, and it is unfavorable when the detonation position is above the center of the segment. Under a small-scale ground surface explosion, the damaged area of the cast-in-place utility tunnel is larger than that of the precast segmental utility tunnel. The damage of the precast segmental utility tunnel is concentrated in the section or connection joint located near the explosion center, and there is a significant residual slip between segments.
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图 1 现浇管廊模型结构图（单位：mm）
Figure 1. Structural drawings of the cast-in-place utility tunnel model (unit in mm)
图 2 预制节段拼装管廊模型结构图（单位：mm）
Figure 2. Structural drawings of the precast segmental utility tunnel model (unit in mm)
图 3 地下综合管廊模型爆炸实验工况示意图
Figure 3. Schematic diagrams of explosion experiment cases for underground utility tunnel models
图 5 整体现浇管廊模型爆炸实验压力与位移测点布置（单位：mm）
Figure 5. Layout of pressure and displacement measuring points in cast-in-place utility tunnel model blast experiments (unit in mm)
图 6 整体现浇管廊模型爆炸实验加速度测点布置（单位：mm）
Figure 6. Layout of acceleration measuring points in cast-in-place utility tunnel model blast experiments (unit in mm)
图 7 预制节段拼装管廊模型爆炸实验压力与位移测点布置（单位：mm）
Figure 7. Layout of pressure and displacement measuring points in precast segmental utility tunnel model blast experiments (unit in mm)
图 8 预制节段拼装管廊模型爆炸实验加速度测点布置（单位：mm）
Figure 8. Layout of acceleration measuring points in precast segmental utility tunnel model blast experiments (unit in mm)
图 9 CUT-2和CUT-3爆炸工况下管廊的损伤
Figure 9. Damage of the utility tunnels in explosion cases CUT-2 and CUT-3
图 11 PSUT-A2和PSUT-A3爆炸工况下管廊的损伤
Figure 11. Damage of the utility tunnels in explosion cases PSUT-A2 and PSUT-A3
图 12 PSUT-A4爆炸工况下管廊的破坏
Figure 12. Damage of the utility tunnel in explosion case PSUT-A4
图 13 PSUT-B2爆炸工况下管廊的破坏
Figure 13. Damage of the utility tunnel in explosion case PSUT-B2
图 14 PSUT-B3爆炸工况下管廊的破坏
Figure 14. Damage of the utility tunnel in explosion case PSUT-B3
图 15 不同工况下结构跨中表面压力时程曲线
Figure 15. Time history curves of mid-span surface pressures of the structures in various cases
图 16 管廊模型大跨跨中位移响应
Figure 16. Mid-span displacement responses of large span of the utility tunnel models
图 17 预制节段拼装管廊模型接缝滑移响应
Figure 17. Joint slip responses of the precast segmental utility tunnel model
图 18 管廊模型跨中加速度时程曲线
Figure 18. Mid-span acceleration time history curves of the utility tunnel models
表 1 钢筋材料性能参数
Table 1. Performance parameters of reinforcement materials
钢材类别 屈服强度/MPa 极限抗拉强度/MPa 断后伸长率/% HPB300级 
307.8 421.6 29.5 HRB400级 
437.7 609.3 23.5 HRB400级 429.2 566.7 27.0 
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表 2 覆盖层土壤参数
Table 2. Soil parameters of cover layer
密度/（kg·m−3） 含水率/% 黏聚力/kPa 摩擦角/（°） 体积模量/MPa 剪切模量/MPa 1 881 4.95 21.7 30.9 10.6 4.1
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表 3 地下综合管廊模型爆炸实验工况
Table 3. Blast experiment conditions of underground utility tunnel models
工况 覆土厚度/m 装药量/kg 爆心距/m 比例距离/（m·kg−1/3） CUT-1 0.83 1.6 0.892 0.763 CUT-2 0.83 5.4 0.942 0.537 CUT-3 0.83 7.8 0.980 0.494 CUT-4 0.67 12.0 0.832 0.363 PSUT-A1 0.83 1.6 0.892 0.763 PSUT-A2 0.83 5.4 0.942 0.537 PSUT-A3 0.83 7.8 0.980 0.494 PSUT-A4 0.67 12.0 0.832 0.363 PSUT-B1 0.83 1.6 0.892 0.763 PSUT-B2 0.83 5.4 0.942 0.537 PSUT-B3 0.83 7.8 0.980 0.494
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表 4 不同工况爆炸下管廊顶板跨中实测残余位移
Table 4. Measured mid-span residual displacements of the roofs in different explosion cases
工况 残余位移/mm 工况 残余位移/mm 工况 残余位移/mm CUT-1 1 PSUT-A1 2 PSUT-B1 2 CUT-2 8 PSUT-A2 9 PSUT-B2 26 CUT-3 44 PSUT-A3 76 PSUT-B3 122 CUT-4 140 PSUT-A4 159
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表 5 结构表面跨中载荷
Table 5. Mid-span loads on the surfaces of the structures
工况 测点 实测峰值压力/MPa 实测冲量/（kPa·ms） 平均峰值压力/MPa 平均冲量/（kPa·ms） CUT-1 IF-1 0.660 4828 0.609 4413 PSUT-A1 IF-3 0.623 4554 PSUT-B1 IF-10 0.545 3856 CUT-2 IF-1 2.38 5961 2.27 5700 PSUT-A2 IF-3 2.15 5439 PSUT-B2 IF-10 CUT-3 IF-1 6.36 6186 5.82 6163 PSUT-A3 IF-3 5.53 6059 PSUT-B3 IF-10 5.56 6245 CUT-4 IF-1 14.57 8410 13.22 8590 PSUT-A4 IF-3 11.86 8771
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表 6 大跨跨中位移及转角
Table 6. Displacement and rotation in mid-span of large span
工况 跨中最大位移/mm 最大支座转角/(°) 残余位移/mm CUT-1 6.9 0.57 0.8 PSUT-A1 7.0 0.58 1.7 PSUT-B1 8.6 0.71 1.7 CUT-2 27.1 2.24 9.2 PSUT-A2 27.3 2.25 10.0 PSUT-B2 48.7 4.02 27.6 CUT-3 76.5 6.33 48.1 PSUT-A3 109.3 9.09 80.9 PSUT-B3 149.1 12.49 124.6 CUT-4 152.9 12.81 144.1 PSUT-A4 172.4 14.52 164.3
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表 7 大跨跨中峰值加速度
Table 7. Acceleration data in mid-span of large span
工况 测点 加速度/g 工况 测点 加速度/g 工况 测点 加速度/g CUT-1 a-1 67.1 CUT-2 a-1 316.6 CUT-3 a-1 747.9 PSUT-A1 a-1 69.0 PSUT-A2 a-1 331.9 PSUT-A3 a-1 817.2 PSUT-A1 a-2 63.0 PSUT-A2 a-2 264.1 PSUT-B3 a-1 1301.1 PSUT-B1 a-1 91.2 PSUT-B2 a-1 411.7
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