摘要
为控制地铁爆破开挖引起的振动对地表建筑物的影响,需要探明爆破振动传播至地表过程中的衰减规律。通过中深孔爆破法进行现场试验,试验孔装药量对应实际工程中单段药量,模拟大连地铁1号线隧道爆破掘进作业,采用钻孔监测与地表监测相结合的方法,分别在地表和地表以下1.5 m,7.5 m和15 m深的孔内安置监测点,监测爆破振动在不同深度的质点振速。同时,利用FLAC3D软件对现场试验中各观测点质点振速峰值进行数值计算,分别采集试验与数值模拟的质点振速峰值,并通过萨道夫斯基经验公式进行回归分析。结果表明:地下爆破振速的监测结果较地表小,振速峰值约为地面的50%~64%;对比萨道夫斯基公式反算的振速与数值模拟计算结果,数值模拟得到的质点振速与实测结果更接近,可以通过数值模拟结果对萨道夫斯基公式进行修正以提高预测精度。
In order to control the vibration influence from subway blasting excavation on the surface buildings,it is necessary to ascertain the attenuation law of blasting vibration propagation near the surface. A field test is performed thought medium-length hole blasting,and the experimental hole charge corresponding to single segment dose in practical engineering. The blasting excavation operation of the Dalian Metro Line 1 tunnel is simulated,combined with drilling and surface monitoring,by placing spots in the holes 1. 5 m,7. 5 m and 15 m below the surface respectively,to monitor the particle vibration rate of blasting vibration at different depths. Meanwhile,FLAC3 Dis applied to simulate the peak particle vibration velocity,and the regression analysis through Sodev＇ s empirical formulas is also taken. Results show the vibration velocity of underground blasting smaller than that of the surface,where the peak value of vibration velocity is about 50% ~ 64% of that of the ground. Contrasted with Sodev＇s formula and numerical simulation,the numerical simulation gets closer to the particle vibration velocity in test,by which the Sodev＇s Formula could be revised to improve the prediction accuracy.
作者
费鸿禄
王振达
蒋安俊
刘梦
李晓杰
闫鸿浩
FEI Hong-lu;WANG Zhen-da;JIANG An-jun;LIU Meng;LI Xiao-jie;YAN Hong-hao(Institute of Engineering Blasting,Liaoning Technical University,Fuxin 123000,China;State Key Laboratory of Structural Analysis of Industrial Equipment,Department of Engineering Mechanics,Dalian University of Technology,Dalian 116024,China)
出处
《爆破》
CSCD
北大核心
2018年第3期68-73,共6页
Blasting
关键词
地铁隧道
爆破振动
数值模拟
质点振速峰值
subway tunnel
blasting vibration
numerical simulation
particle velocity peak
