以浙江省金华市里岩垄坑 2 号隧道为工程背景，研究Ⅲ级围岩隧道爆破时衬砌动力响应。本文采用 MinimateProTM 振动监测仪对开挖洞与邻洞进行了爆破振动测量，并利用 Midas GTS NX 对双洞隧道进行数值模拟 分析。研究结果表明：本洞初衬振动速度和位移的最大值发生在拱顶处，横向上的大小远小于纵向和竖向。对于 纵向，拱顶及拱肩处的质点振动峰值速度远大于其他关键位置的，各关键位置的竖向位移和速度变化趋势相同， 但仍是拱顶处最大；本洞初衬应力最大值位于拱腰处，先行洞应力最大值在左拱腰处；其速度与位移的最大值位 于左拱肩；先行洞二衬与后行洞掌子面的纵向间距应为 15～20 m。本文研究结果可为双洞隧道的爆破施工提供 指导。
Taking the No. 2 tunnel of Li yan long keng in Jinhua City, Zhejiang Province as the research object, the blasting dynamic response of lining in the grade III surrounding rock was investigated. The blasting vibration of the blasting tunnel and the adjacent tunnel was measured by the MinimateProTM vibration monitor. The numerical analysis of the double tunnel was carried out using Midas GTS NX. The results show that, the maximum value of vibration velocity and displacement of the blasting tunnel occurs at the vault, and the value in the transverse direction is smaller than that in the longitudinal and vertical direction. For the longitudinal direction, the peak particle velocity at the position of arch and shoulder is larger than that at the other key positions. The variation trend of vertical displacement and velocity of each key position is the same, and the value at the position of arch is maximum. The maximum stress of the primary support of tunnel is located at the arch waist. For the excavated tunnel, the maximum stress occurs at the left arch waist, the maximum velocity and displacement is located at the left arch shoulder. The longitudinal distance between the lining of the existed tunnel and the working face of the back tunnel should change from 15 m to 20 m. The results of this study can provide guidance for blasting construction of double-hole tunnels.