地铁隧道下穿既有老旧建筑物的爆破振动传播规律
高士亮
Propagation Law of Blast-induced Vibrations during Metro Tunnel Under-passing Existing Old Buildings
GAO Shiliang
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作者信息:中铁十四局集团第五工程有限公司， 272117， 济宁
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Affiliation:The Fifth Engineering Co., Ltd., China Railway 14th Construction Bureau Group, 272117, Jining, China
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关键词:
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Key words:
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DOI:10.16037/j.1007-869x.2024.04.031
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中图分类号/CLCN:U455.6：U231
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栏目/Col:研究报告
摘要:
［目的］国内外对于地铁隧道下穿既有老旧建筑物爆破施工的研究较少。此类工程采用爆破开挖时，可能会影响临近建筑物的安全，需要掌握爆破振动的传播规律，并分析爆破振动对周围建筑物的影响。［方法］以重庆市轨道交通10号线二期工程的南坪站—南滨路站区间隧道爆破施工为案例，在隧道爆破开挖过程中对爆破振动进行了监测。通过爆破振动仪得到了爆破振动监测数据，并使用萨道夫斯基公式对实际的爆破振动监测数据进行回归分析，得到了爆破振动的传播衰减规律，讨论了振动速度、最大段装药量、爆心距等各因素对爆破振动的影响。［结果及结论］3个测振方向的爆破振动速度同爆心距、装药量的回归拟合结果中，计算数据与监测数据的相关性系数均大于0.800。爆心距从0增至40 m时，最大段装药量的增幅较小。爆心距为40~80 m时，最大段装药量的增幅明显增大。垂直于隧道底板方向随爆心距增加的变化幅度最大，应重点关注该方向爆破振动安全控制速度为1.0 cm/s时的最大段装药量取值。
Abstracts:
［Objective］ There is limited research both in China and abroad on the blasting construction of metro tunnels under-crossing existing old buildings. Projects utilizing blasting excavation may pose safety concerns for nearby structures. It is crucial to understand the propagation law of blast-induced vibrations and analyze their impact on surrounding buildings. ［Method］ Taking the blasting construction of Nanping Sta.-Nanbin Road Sta. interval on Chongqing Rail Transit Line 10 phase II project as study case, the blast-induced vibrations are monitored during tunnel blasting excavation process. The observed data are obtained using sensors for blast-induced vibration, and regression analysis is performed on the actual blast-induced vibration monitoring data using the Sadowski′s formula, thus the propagation attenuation law of blast-induced vibrations is obtained, the influence of factors such as vibration velocity, maximum charge per delay, and blasthole distance on blast-induced vibrations is discussed. ［Result & Conclusion］ In the regression fitting results of blast-induced vibration velocity with blasthole distance and charge per delay in three vibration measurement directions, the correlation coefficients between calculated data and monitored data are all greater than 0.800. The increase in the maximum charge per delay is relatively small when the blasthole distance increases from 0 to 40 m. However, the increase in the maximum charge per delay becomes more significant when the blasthole distance ranges from 40 to 80 m. The variation amplitude is most significant in the direction perpendicular to tunnel bottom plate. Attention should be focused on the maximum allowable charge per delay value when the blast-induced vibration safety control velocity is set at 1.0 cm/s.
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