Model experimental studies of vibration effect and damage evolution of tunnel's surrounding rock under cyclic blasting excavation
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摘要: 针对推进式循环爆破开挖下隧道围岩振动效应与损伤演化问题，按照相似比理论进行模型实验研究，实验模型采用1:15比例浇筑制成。通过模拟隧道推进式循环爆破开挖方式，以同一测点处爆破前后岩体声速变化评价隧道围岩损伤程度，探寻爆破参量变化对振动效应的影响，探索围岩损伤演化与爆破次数之间的关系。研究结果表明：在最大段药量大致相同情况下，起爆段数对萨道夫斯基公式的介质系数K影响很小，而对萨道夫斯基公式的衰减系数α影响较大；隧道在推进式循环爆破开挖下，同一深度距离爆区相同的测点，其声速降低率存在较大差异，围岩的爆破损伤范围在深度和广度方面均具有典型的各向异性特征；当爆炸参量基本相同时，不同循环爆破开挖下测点的累积声速降低率呈非线性增长趋势；在推进式循环爆破加载下，围岩爆破累积损伤量D与爆破次数n之间存在非线性演化特性，不同的测点具有各自的爆破累积损伤扩展模型，距离爆源越近爆破损伤扩展越快，围岩爆破累积损伤效应具有典型的非线性演化特性和各向异性特征。Abstract: In this work, based on the similarity theory, we conducted a model experiment to study the vibration effect and damage evolution of rocks surrounding a tunnel in push-type cyclic blasting excavation. The model was constructed with a ratio of 1: 15. By simulating the tunnel excavation of push-type cyclic blasting, we explored the influence of the change of blasting parameters on the vibration effect. The degree of the damage of the surrounding rock was evaluated by the change of the acoustic velocity at the same measuring point after blasting. The relationship between the damage evolution of the surrounding rock and the times of blasting was established. We arrived at the following results: (1) When the maximum section dose was about the same, the influence of the initiation section number on the dielectric coefficient (K) of Sodev formula was very small, but it was great on the attenuation coefficient of Sodev formula; (2) In push-type cyclic blasting excavation, there was a great difference in the decrease rates of the acoustic velocity among the measuring points with the same distance to the blasting region at the same depth, and the blasting damage ranges of the surrounding rock were typically an isotropic in terms of both depth and width; (3) When the blasting parameters were basically the same, the growth trend of the cumulative acoustic velocity's decrease rate at the measuring point was nonlinear in different cyclic blasting excavation; (4) There were nonlinear evolution characteristics between the blasting cumulative damage (D) of the surrounding rock and the times of blasting (n) under push-type cyclic blasting loading, and different measuring points had different blasting cumulative damage propagation models. The closer the measuring point was to the explosion source, the faster the cumulative damage extension. Blasting cumulative damage effect of the surrounding rock had typically nonlinear evolution properties and anisotropic characteristics.
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图 1 相似材料配比试件强度实验
Figure 1. Strength experiment of samples with similar material ratios
图 9 循环爆破开挖前各测试剖面的声速分布
Figure 9. Acoustic velocity of each experiment section before cyclic blasting excavation
图 10 4个循环爆破开挖后各测试剖面的声速降低率
Figure 10. Decrease rate of acoustic velocity of each experiment section after four cyclic blasting excavations
图 11 AB剖面0.15 m测点声速降低率与爆破次数的相关性
Figure 11. Correlation of decrease rate of acoustic velocity of 0.15 m measuring point on section AB and times of blasting
图 12 循环爆破开挖下不同测点的累积损伤扩展曲线
Figure 12. Growth curves of the cumulative damage for different measuring points under cyclic blasting excavation
表 1 模型隧道循环爆破作业的爆破参数
Table 1. Blasting parameters for circulation blasting in tunnel model
炮眼 开挖进尺
/mm起爆段位 段药量/g 总药量
/g装药
方式掏槽眼 300 1, 3, 5, 7 50, 50, 55, 55 210 耦合 崩落眼 300 1, 3, 5, 7, 9, 11, 13 50, 50, 50, 50, 55, 55, 60 370 耦合 周边眼 300 1, 3, 5, 7, 9, 11, 13, 15, 17, 19, 20 55, 55, 60, 60, 55, 55, 60, 60, 55, 55, 60 630 耦合 
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表 2 爆破振动监测的相关数据
Table 2. Related data of blasting vibration monitoring
测点 爆心距/m 爆破类型 段数n 主频/Hz PPV/
(cm·s-1)掏槽爆破 4 137~162 6.14~7.62 1, 4 0.6 崩落爆破 7 153~192 6.07~7.51 周边爆破 11 201~258 6.02~7.78 掏槽爆破 4 105~141 4.03~5.21 2, 5 0.9 崩落爆破 7 117~149 4.38~5.62 周边爆破 11 161~201 4.17~5.55 掏槽爆破 4 41~85 1.82~3.29 3, 6 1.2 崩落爆破 7 68~111 2.08~3.62 周边爆破 11 85~143 2.22~3.56
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表 3 爆破振动监测数据线性回归分析的参数
Table 3. Parameters of linear regression analysis of blasting vibration monitoring data
段数n 介质系数K 衰减系数α 相关系数γ 4 108.42 1.253 9 0.943 5 7 109.25 1.367 3 0.954 1 11 106.63 1.614 5 0.936 9 4, 7, 11 107.86 1.384 1 0.852 3
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