城市地铁联络通道下穿爆破地表振动空洞效应

董合费; 朱斌; 蒋楠; 杨玉民

doi:10.11858/gywlxb.20220553

城市地铁联络通道下穿爆破地表振动空洞效应

doi: 10.11858/gywlxb.20220553

董合费^1,,
朱斌²,
蒋楠^2,*, ,,
杨玉民²

1.
温州市瓯江引水发展有限公司, 浙江温州　325000
2.
中国地质大学(武汉)工程学院, 湖北武汉　430074

基金项目: 国家自然科学基金（41972286，42072309）；爆破工程湖北省重点实验室开放基金（HKLBEF202001）

详细信息

作者简介:
董合费（1976－），男，本科，高级工程师，主要从事水利工程建设和运行管理研究.E-mail：327752391@qq.com

通讯作者:
蒋　楠（1986－），男，博士，副教授，主要从事隧道工程稳定性研究. E-mail：jiangnan@cug.edu.cn

中图分类号: O383; TU91
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出版历程
- 收稿日期: 2022-04-01
- 修回日期: 2022-05-07
- 网络出版日期: 2022-09-13
- 刊出日期: 2022-10-11

Surface Vibration Cavity Effect of Underpass Blasting in Urban Metro Liaison Channel

DONG Hefei^1
,,
ZHU Bin²,
JIANG Nan^{2,*
, ,},
YANG Yumin²

1.
Wenzhou Oujiang River Diversion Development Co., Ltd., Wenzhou 325000, Zhejiang, China
2.
Faculty of Engineering, China University of Geosciences, Wuhan 430074, Hubei, China

摘要

摘要: 研究城市地下工程爆破施工地表振动衰减规律对邻近建筑保护具有重要意义。以武汉地铁8号线二期联络通道爆破开挖工程为例，运用现场监测与ANSYS/LS-DYNA三维有限元数值模拟计算相结合的方法，分析了联络通道爆破开挖作用下地表振动的空洞效应，并预测其衰减规律。研究表明：地表质点的峰值振速随着与掌子面距离的增大而不断减小，成洞区域上方地表振速明显大于未开挖区域；空洞效应放大系数随着与爆源纵向距离的增大先增大后缓慢减小，沿通道两侧随着距离的增大而不断减小，空洞效应的影响减弱；在距爆源8 m处（掌子面后方6 m），放大系数达到最大，应重点在距离爆源2～8 m即空洞效应较大的地表区域内开展振动监测。在开挖区域，与介质和爆破条件相关的系数、振动衰减系数和层介质吸收系数分别为58.52、1.43和0.019，而在未开挖区域，则分别为152.09、1.74和0.023。
- 联络通道 /
- 爆破开挖 /
- 空洞效应 /
- 振动速度 /
- 衰减预测
Abstract: The study of surface vibration attenuation law of urban underground engineering blasting construction is of great significance for the protection of adjacent buildings. This paper takes the Wuhan Metro Line 8 Phase Ⅱ liaison channel blasting excavation project as an example and uses a combination of field monitoring and ANSYS/LS-DYNA 3D finite element numerical simulation to analyze the characteristics of surface vibration hollow effect under the liaison channel blasting excavation and predict its attenuation law. The results indicate that where the surface vibration speed is significantly greater than the unexcavated area, there is a “cavity effect”; with the increase of the longitudinal distance between the mass point and the source of the explosion, the cavity effect amplification coefficient increases rapidly until the extreme value and then slowly decreases. Along both sides of the channel with the increase in distance, the amplification coefficient decreases, the effect of the cavity effect is weakened, at a distance of 8 m from the source (6 m behind the palm surface) to reach the maximum, 2−8 m from the source of the cavity effect should focus on vibration monitoring within the surface area. The excavation area with the blasting conditions is related to the coefficient of 58.52, and vibration attenuation coefficient of 1.43, while the unexcavated area of 152.09, and vibration attenuation coefficient of 1.74, the absorption coefficient of the layer media are 0.019, 0.023, respectively.
- access tunnel /
- blasting excavation /
- cavity effect /
- vibration velocity /
- attenuation prediction

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图 1 联络通道工程示意图

Figure 1. Schematic diagram of the liaison channel project

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图 2 上台阶炮孔布置示意图

Figure 2. Schematic diagram of the upper bench blasting hole arrangement

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图 3 爆破振动测试系统TC4850

Figure 3. Blast vibration test system TC4850

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图 4 数值模型示意图

Figure 4. Schematic diagram of the numerical model

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图 5 爆破荷载曲线

Figure 5. Blasting load curve

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图 6 实测与模拟振速波形对比

Figure 6. Comparison of measured and simulated vibration speed waveforms

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图 7 联络通道爆破开挖合振动速度云图

Figure 7. Cloud chart of resultant velocity of contact channel blasting and excavation

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图 8 研究质点的选取

Figure 8. Selected mass points

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图 9 地表振动速度分布

Figure 9. Distribution of ground vibration velocity

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图 10 空洞效应的放大系数

Figure 10. Amplification factor of the cavity effect

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图 11 空洞效应影响区域

Figure 11. Region affected by cavity effect

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图 12 振动衰减规律拟合

Figure 12. Fitting of vibration decay law

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图 13 峰值振速与爆心距的关系

Figure 13. Peak vibration veloctiy versus blast distance

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表 1 上台阶爆破参数

Table 1. Blasting parameters of upper bench

No.	Blast hole	Blast hole depth/m	Quantity of blast holes	Single hole charge/kg
1	Empty hole	1.0	1	0
2	Cut hole	1.2	4	0.25
3	Auxiliary hole	1.0	11	0.20
4	Peripheral hole	1.0	9	0.20
5	Bottom hole	1.0	7	0.25

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表 2 数值模拟参数

Table 2. Numerical simulation parameters

Material	Density/(g·m⁻³)	E/GPa	μ	c/MPa	φ/(°)
Fill stratum	1.98	0.044	0.28
Clay	1.98	0.039	0.35	0.035	15
Weathered sandstone	2.70	50	0.25	5.5	43
Lining	2.60	32	0.20

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表 3 数值模拟与现场监测数据对比

Table 3. Comparison of numerical simulation and field monitoring data

Method	Monitoring	v_x_,max/(cm·s⁻¹)	v_y_,max/(cm·s⁻¹)	v_z_,_max/(cm·s⁻¹)	v_r_,max/(cm·s⁻¹)
Field experiment	C-1	0.301	0.252	0.247	0.313
	C-2	0.146	0.083	0.183	0.240
	C-3	0.057	0.078	0.123	0.156
Numerical simulation	C-1	0.322	0.243	0.354	0.394
	C-2	0.157	0.056	0.180	0.254
	C-3	0.054	0.047	0.130	0.147

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