不同条件下后施工隧道爆破开挖对邻近隧道振速的影响规律

梁世凡; 晁晓辉; 魏永冬; 王光勇; 郭佳奇

doi:10.11858/gywlxb.20230678

不同条件下后施工隧道爆破开挖对邻近隧道振速的影响规律

doi: 10.11858/gywlxb.20230678

1.
河南理工大学土木工程学院, 河南焦作　454000
2.
中交第二公路工程局有限公司, 陕西西安　710065

基金项目: 企业委托课题（H21-478）

详细信息

作者简介:
梁世凡（1997－），男，硕士研究生，主要从事隧道与地下工程防灾减灾研究. E-mail：13213553635@163.com

通讯作者:
晁晓辉（1983－），男，高级工程师，主要从事高速公路施工管理研究. E-mail：yxh07051412@163.com

中图分类号: O383; TU91
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出版历程
- 收稿日期: 2023-06-12
- 修回日期: 2023-07-03
- 网络出版日期: 2023-09-20
- 刊出日期: 2023-11-07

Influence of Blasting Excavation of Post-Construction Tunnel on Vibration Velocity of Adjacent Tunnel under Different Conditions

1.
College of Civil Engineering, Henan Polytechnic University, Jiaozuo 454000, Henan, China
2.
CCCC Second Highway Engineering Co., Ltd., Xi’an 710065, Shaanxi, China

摘要

摘要: 为研究后施工隧道爆破开挖对邻近隧道的影响，以格鲁吉亚E60高速公路隧道为工程背景，通过对大断面浅埋双线隧道爆破开挖进行数值模拟，探究爆破荷载对不同间距、不同埋深、不同围岩等级的邻近隧道振速的影响。结果表明：爆破荷载以后施工隧道掌子面为中心向四周围岩传播；在邻近隧道距爆源前方5 m的断面处围岩振速达到最大值，邻近隧道中爆源前方振速大于后方振速，且迎爆侧振速远远大于背爆侧振速，迎爆侧振速衰减速率大于背爆侧振速衰减速率，邻近隧道拱腰受到爆破荷载的影响最明显；邻近隧道围岩的x方向振速最大，z方向振速次之，y方向振速最小；不同条件下隧道间距、隧道埋深和围岩等级均与邻近隧道围岩及初期支护振速成反比，其中围岩等级对邻近隧道爆破的影响最显著。
- 后施工隧道 /
- 爆破开挖 /
- 爆破荷载 /
- 邻近隧道 /
- 振速
Abstract: The blasting load generated by the blasting excavation of the tunnel has an impact on the adjacent building structure. In order to study the influence of the blasting excavation of the post-construction tunnel on the adjacent tunnel, this paper takes the E60 highway tunnel in Georgia as the engineering background. Through the numerical simulation of the blasting excavation of the large-section shallow-buried double-track tunnel, the influence of the blasting load on the vibration velocity of the adjacent tunnel with different tunnel spacing, tunnel buried depths and surrounding rock grades was explored. The results showed that the blasting load propagated from the tunnel face of the later construction tunnel to the surrounding rock, and the vibration velocity of the surrounding rock reaches the maximum value at the 5 m section in front of the adjacent tunnel from the blasting source. The vibration velocity in front of the adjacent tunnel from the blasting source is greater than that behind it. In addition, the vibration velocity of the facing-blasting side of the adjacent tunnel is much larger than that of the back-blasting side, and the attenuation rate of the vibration velocity of the facing-blasting side is greater than that of the back-blasting side, in which the arch waist of the adjacent tunnel is most obviously affected by the blasting load. The maximum vibration velocity of the surrounding rock of the adjacent tunnel is in the x-direction, followed by the z-direction and the minimum in the y-direction. Under different conditions, the tunnel spacing, tunnel burial depth and surrounding rock grade are inversely proportional to the vibration velocity of the surrounding rock and initial support of the adjacent tunnel, in which different rock level on the adjacent tunnel blasting effect is the most significant.
- post construction tunnel /
- blasting excavation /
- blasting load /
- adjacent tunnels /
- vibration velocity

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图 1 隧道位置及数值模型尺寸（单位：m）

Figure 1. Tunnel location and numerical model dimension (Unit: m)

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图 2 隧道位置关系及监测断面

Figure 2. Position relationship of tunnels and monitoring sections

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图 3 各监测断面的监测点布局

Figure 3. Arrangement of monitoring points of each monitoring section

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图 4 爆破炮孔作用边界

Figure 4. Action boundary of blasting holes

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图 5 隧道掌子面炮孔(a)及掏槽孔 (b)布置

Figure 5. Tunnel face blast holes (a) and cutting holes (b) arrangement

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图 6 爆破荷载时程曲线

Figure 6. Time history curve of blasting load

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图 7 三角形爆破荷载时程曲线

Figure 7. Time history curve of triangular blasting load

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图 8 围岩振速演化

Figure 8. Evolution of vibration velocity of surrounding rock

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图 9 初期支护振速演化

Figure 9. Evolution of vibration velocity of primary support

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图 10 不同隧道间距条件下邻近隧道断面O上各方向振速分布（单位：cm/s）

Figure 10. Vibration velocity distribution of adjacent tunnel section O in each direction under different tunnel spacing (Unit: cm/s)

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图 11 不同隧道间距条件下邻近隧道的径向振速分布

Figure 11. Radial velocity distribution of adjacent tunnel under different tunnel spacing

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图 12 不同隧道间距条件下邻近隧道初期支护的振速分布

Figure 12. Distribution of vibration velocity in adjacent tunnel initial support under different tunnel spacing

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图 13 不同隧道埋深条件下邻近隧道断面O各方向的振速分布（单位：cm/s）

Figure 13. Vibration velocity distribution of adjacent tunnel section O in each direction under different buried depths (Unit: cm/s)

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图 14 不同隧道埋深条件下邻近隧道的径向振速分布

Figure 14. Radial velocity distribution of adjacent tunnel under different buried depths

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图 15 不同隧道埋深条件下邻近隧道初期支护的振速分布

Figure 15. Distribution of vibration velocity in adjacent tunnel initial support under different buried depths

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图 16 不同围岩等级下邻近隧道断面O各方向的振速分布（单位：cm/s）

Figure 16. Vibration velocity distribution of adjacent tunnel section O in each direction under different surrounding rock grades (Unit: cm/s)

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图 17 不同围岩等级下邻近隧道径向振速分布

Figure 17. Radial velocity distribution of adjacent tunnel under different surrounding rock grades

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图 18 不同围岩等级下邻近隧道初期支护的振速分布

Figure 18. Distribution of vibration velocity in adjacent tunnel initial support under different surrounding rock grades

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表 1 围岩和支护结构的力学参数

Table 1. Mechanical parameters of surrounding rock and supporting structure

Surrounding rock grade	ρ/(kg·m⁻³)	E/GPa	Cohesion/MPa	ν	φ₀/(°)
Ⅱ	2500	3	0.09	0.4	35
Ⅲ	2500	2	0.06	0.4	30
Ⅳ	2500	1	0.03	0.4	25
Initial support	2500	10.9		0.2

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表 2 隧道炮孔布置参数

Table 2. Tunnel perforation arrangement parameters

Blasting sequence	Gunshot category	Number of holes	Hole length/m	Explosive section	Single hole charge/kg	Amount of charge in a single stage/kg
1	Cutting hole	6	2.2	A₁	0.780	4.68
2	Auxiliary hole	29	2.0	A₂	0.702	20.36
3	Auxiliary hole	37	2.0	A₃	0.702	25.97
4	Auxiliary hole	46	2.0	A₄	0.702	32.29
5	Periphery hole	90	2.0	A₅	0.546	49.14

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