山岭公路隧道多级别围岩爆破振动传播规律及预测

黄剑; 蒋楠; 杨玉民

doi:10.11858/gywlxb.20240922

山岭公路隧道多级别围岩爆破振动传播规律及预测

doi: 10.11858/gywlxb.20240922

黄剑^1,,
蒋楠^{2, 3,*, ,},
杨玉民^{2, 3}

1.
中交第四航务工程局第五工程有限公司, 福建福州　350008
2.
江汉大学精细爆破全国重点实验室, 湖北武汉　430056
3.
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（42102329，52478525）；湖北省自然科学基金杰出青年项目（2024AFA092）；江汉大学省部共建精细爆破国家重点实验室-江汉大学爆破工程湖北省重点实验室联合开放基金（PBSKL2023A1）

详细信息

作者简介:
黄　剑（1984－），男，本科，高级工程师，主要从事隧道爆破开挖研究. E-mail：229169791@qq.com

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

中图分类号: U455.6; O521.9
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出版历程
- 收稿日期: 2024-10-28
- 修回日期: 2024-12-31
- 网络出版日期: 2025-07-26
- 刊出日期: 2025-08-05

Propagation Laws and Prediction of Blasting Vibration in Mountain Highway Tunnels with Multi-Level Surrounding Rock

HUANG Jian^1
,,
JIANG Nan^{2, 3,*
, ,},
YANG Yumin^{2, 3}

1.
The Fifth Construction Co. Ltd. of CCCC Fouth Harbor Engineering Co., Ltd., Fuzhou 350008, Fujian, China
2.
State Key Laboratory of Precision Blasting, Jianghan University, Wuhan 430056, Hubei, China
3.
Faculty of Engineering, China University of Geosciences (Wuhan), Wuhan 430074, Hubei, China

摘要

摘要: 为实现复杂地质环境下隧道爆破振动的有效控制，明晰爆破振动传播规律、准确预测爆破振动速度是爆破安全施工中的重要关注内容。依托高速公路猴屿隧道多级别围岩多方案爆破实际工程，通过LS-DYNA分析了不同爆破方式下不同级别围岩的振动衰减特征，并利用现场试验验证了数值模拟的合理性，最后采用量纲分析理论建立了考虑地表高程差影响的振速预测模型。结果表明：随着爆源距增加，合振速先迅速衰减后缓慢衰减，其中已开挖区隧道上部围岩振速大于未开挖区，围岩强度等级和围岩振动速度整体上呈负相关关系。对于围岩合振速，采用上下台阶留核心土法时最大，单侧壁导坑法-右侧上台阶爆破次之，单侧壁导坑法-左侧壁导坑爆破最小；而对于围岩合振速衰减速率，单侧壁导坑法-右侧上台阶爆破时最大，上下台阶留核心土法次之，单侧壁导坑法-左侧壁导坑爆破时最小。采用上下台阶留核心土法时，埋地管道、建筑群、寺庙、油库的最小安全距离分别为95、81、447和73 m；采用单侧壁导坑法时，埋地管道、建筑群、寺庙、油库的最小安全距离分别为56、72、327和71 m。
- 隧道爆破 /
- 爆破方式 /
- 围岩级别 /
- 振动衰减 /
- 振速预测
Abstract: To achieve vibration control in tunnel blasting under complex geological conditions, clarifying the propagation laws of blasting velocities and accurately predicting blasting velocities are crucial aspects of safe blasting construction. Based on the multi-level surrounding rock and multi-scheme blasting engineering of the Houyu tunnel on the expressway, LS-DYNA was used to analyze the vibration attenuation characteristics of multi-level surrounding rock under various blasting methods. Field tests were conducted to validate the rationality of the numerical simulations. Finally, a velocity prediction model considering the influence of elevation differences was established by dimensional theory. The results show that as the blast center distance increases, the resultant velocity decays rapidly at first and then more slowly. The velocity of the surrounding rock above the tunnel in the excavated area is greater than that in the unexcavated area. There is a negative correlation between the strength grade of rock and the vibration velocity. The resultant velocities of the surrounding rock, from largest to smallest, are as follows: the reserved core soil method for step excavation, the single side drift method with right upper bench, and the single side drift method with left side drift. The attenuation rates of the resultant velocities, from largest to smallest, are as follows: the single side drift method with right upper bench, the reserved core soil method for step excavation, and the single side drift method with left side drift. When using the reserved core soil method for step excavation, the minimum safety distances for buried pipelines, building clusters, temples, and oil depots are 95, 81, 447 and 73 m, respectively. When using the single side drift method, the minimum safety distances for buried pipelines, building clusters, temples, and oil depots are 56, 72, 327 and 71 m, respectively.
- tunnel blasting /
- blasting method /
- surrounding rock level /
- vibration attenuation /
- vibration speed prediction

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图 1 工程概况

Figure 1. Project overview

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图 2 掏槽孔布置

Figure 2. Layout of cutting holes

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图 3 炮孔布置

Figure 3. Layout of blastholes

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图 4 爆破等效荷载曲线

Figure 4. Equivalent load curves of blasting

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图 5 数值模型示意图

Figure 5. Schematic diagram of numerical model

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图 6 监测点布置

Figure 6. Layout of monitoring points

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图 7 数值模拟与现场试验得到的振动波形的对比

Figure 7. Comparison of vibration waveforms between numerical simulation and field tests

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图 8 合振速变化云图

Figure 8. Cloud maps of resultant vibration velocity

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图 9 数值模型中不同方向示意图

Figure 9. Schematic diagram of numerical model in different directions

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图 10 不同方向上合振速的衰减曲线

Figure 10. Attenuation curves of v_r in different directions

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图 11 上下台阶留核心土法下岩体合振速与爆源距的关系

Figure 11. Relationship between the v_r and explosion source distance under reserved core soil method for step excavation

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图 12 单侧壁导坑法-左侧壁导坑爆破下岩体合振速与爆源距的关系

Figure 12. Relationship between the v_r and explosion source distance under single side drift method (left side drift)

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图 13 单侧壁导坑法-右侧上台阶爆破下岩体合振速与爆源距的关系

Figure 13. Relationships between the v_r and explosion source distance under single side drift method (right upper bench)

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图 14 不同开挖方式下岩体合振速与爆源距的关系

Figure 14. Relationship between the v_r and explosion source distance under different excavation methods

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表 1 围岩的物理力学参数

Table 1. Physical and mechanical parameters of surrounding rock

Rock grade	Density/(g·cm⁻³)	Elastic modulus/GPa	Poisson’s ratio	Yield strength/MPa	Shear modulus/GPa
Ⅲ	2.40	27.72	0.26	60	11.00
Ⅳ	2.20	9.50	0.32	45	3.60
Ⅴ	2.10	4.08	0.36	36	1.50

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表 2 数值模拟工况

Table 2. Numerical simulation conditions

Case	Excavation method	Rock grade
1	Reserved core soil method for step excavation	Ⅳ
2	Reserved core soil method for step excavation	Ⅴ
3	Single side drift method (left side drift)	Ⅲ
4	Single side drift method (left side drift)	Ⅴ
5	Single side drift method (right upper bench)	Ⅲ
6	Single side drift method (right upper bench)	Ⅴ

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表 3 数值模拟与现场试验得到的振速结果的对比

Table 3. Comparison of vibration velocity results between numerical simulation and field tests

Monitoring point	v_x			v_y
Monitoring point	Num./(cm·s⁻¹)	Test/(cm·s⁻¹)	Error/%	Num./(cm·s⁻¹)	Test/(cm·s⁻¹)	Error/%
1	0.025	0.023	8.343	0.302	0.270	10.566
2	0.022	0.020	7.356	0.278	0.252	9.345
3	0.017	0.015	9.763	0.241	0.215	10.864
4	0.014	0.013	6.535	0.218	0.201	7.934
5	0.012	0.011	7.745	0.193	0.176	8.935

Monitoring point	v_z			v_r
Monitoring point	Num./(cm·s⁻¹)	Test/(cm·s⁻¹)	Error/%	Num./(cm·s⁻¹)	Test/(cm·s⁻¹)	Error/%
1	1.279	1.155	9.687	1.605	1.399	12.854
2	1.057	0.933	11.742	1.236	1.103	10.745
3	0.887	0.809	8.738	0.974	0.879	9.734
4	0.796	0.723	9.176	0.867	0.786	9.246
5	0.709	0.634	10.646	0.777	0.694	10.745

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表 4 爆破振动速度的影响因素及其量纲

Table 4. Influence factors of blasting vibration velocity and their dimensions

Influence factor	Dimension	Influence factor	Dimension
Q	M	r	L
H	L	ρ	ML⁻³
v_r	LT⁻¹	c	LT⁻¹

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表 5 不同保护对象的安全控制距离

Table 5. Safety distance for different protection objects

Excavation method	Rock grade	Safety distance/m
Excavation method	Rock grade	Gas pipeline	Building	Temple	Oil depot
Reserved core soil method for step excavation	Ⅳ	58	74	224	71
Reserved core soil method for step excavation	Ⅴ	95	81	447	73
Single side drift method (left side drift)	Ⅲ	40	71	70	71
Single side drift method (left side drift)	Ⅴ	56	72	327	71
Single side drift method (right upper bench)	Ⅲ	41	71	153	71
Single side drift method (right upper bench)	Ⅴ	42	71	133	71

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