地应力水平对深埋隧洞爆破振动频谱结构的影响

杨润强; 严鹏; 王高辉; 卢文波; 陈明

doi:10.11883/bzycj-2017-0366

地应力水平对深埋隧洞爆破振动频谱结构的影响

doi: 10.11883/bzycj-2017-0366

杨润强^{1, 2,},
严鹏^{1, 2, ,},
王高辉^{1, 2},
卢文波^{1, 2},
陈明^{1, 2}

1.
武汉大学水资源与水电工程科学国家重点实验室，湖北武汉 430072
2.
武汉大学水工岩石力学教育部重点实验室，湖北武汉 430072

基金项目: 国家重点研发计划（2016YFC0401802）；国家自然科学基金（51779192）；武汉大学自主科研B类（2042017GF0073）

详细信息

作者简介:
杨润强（1993－　），男，硕士研究生，yangrq@whu.edu.cn

通讯作者:
严　鹏（1981－　），男，博士，教授，pyanwhu@whu.edu.cn

中图分类号: O382; TU45
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出版历程
- 收稿日期: 2017-10-13
- 修回日期: 2018-01-18
- 网络出版日期: 2019-04-25
- 刊出日期: 2019-05-01

Effect of in-situ stress level on frequency spectrumof blasting vibration in a deep-buried tunnel

YANG Runqiang^{1, 2
,},
YAN Peng^{1, 2
, ,},
WANG Gaohui^{1, 2},
LU Wenbo^{1, 2},
CHEN Ming^{1, 2}

1.
State Key Laboratory of Water Resources and Hydropower Engineering Science, Wuhan University, Wuhan 430072, Hubei, China
2.
Key Laboratory of Rock Mechanics in Hydraulic Structural Engineering Ministry of Education, Wuhan University, Wuhan 430072, Hubei, China

摘要

摘要: 爆破振动的频谱特性对隧洞安全施工具有重要意义。采用动力有限元方法，分析了不同地应力水平条件下围岩爆破振动频率特征，通过对实测爆破振动信号的时域和频域联合分析，研究了不同频带上的振动能量分布。结果表明，爆破振动的主频及各个振动能量优势频带都有随地应力水平升高而降低的趋势，伴随爆破破岩过程而发生的地应力瞬态卸载动力效应是产生这一现象的主要原因。地应力水平越高，爆破振动信号中20～100 Hz的低频振动能量比重越大。当爆区的地应力为20 MPa时，20～100 Hz频带内的振动能量可达到总振动能量的35%左右；当爆区的地应力为30～50 MPa时，20～100 Hz频带内的振动能量可达到总振动能量的50%以上。除地应力水平外，应力卸载速率及岩体的力学特性也对爆破振动主频具有显著影响，卸载速率越高，低频振动能量比重越大。卸载速率取决于掏槽爆破方式，直孔掏槽导致岩体应变能释放速率最高。岩体弹性模量越大，爆破振动的主频越高。
- 地应力水平 /
- 深埋隧洞 /
- 爆破振动 /
- 能量分布 /
- 频谱分析 /
- 小波分析
Abstract: The spectral characteristics of blasting vibration is of great significance to the safety construction of the tunnel. By using the dynamic finite element method, the blasting vibration frequency characteristics of surrounding rocks under different ground stress levels are analyzed. And by combining with the time-domain and frequency-domain analysis of the measured vibration signals, the vibration energy distributions at different frequency bands are studied. The results show that the dominant frequency of blasting vibration and the superior frequency bands of vibration energy decrease with the increase of stress level. This phenomenon results mainly from the dynamic effect of the in-situ stress transient unloading in the rock blasting process. The higher the in-situ stress level, the greater the proportion of low-frequency vibration energy of ＞20−100 Hz in blasting vibration signals. When the stress of the blasting area is 20 MPa, the vibration energy of ＞20−100 Hz band can reach about 35% of the total vibration energy; when the stress of the blasting area is 30−50 MPa, the vibration energy of ＞20−100 Hz band can reach more than 50% of the total vibration energy. In addition to the stress level, the stress unloading rate and the mechanical properties of rock mass also have a significant influence on the main frequency of blasting vibration. The higher the unloading rate is, the greater the proportion of low-frequency vibration energy. The unloading rate depends on the cutting blasting mode, and the straight hole cutting leads to the highest release rate of rock strain energy. The greater the elastic modulus of rock mass is, the higher the dominant frequency of blasting vibration.
- in-situ stress level /
- deep buried tunnel /
- blasting vibration /
- energy distribution /
- spectrum analysis /
- wavelet analysis

HTML全文

图 1 深埋隧洞爆破开挖诱发振动的力学模型

Figure 1. A mechanical model of blasting-excavation-induced vibration in a deep-buried tunnel

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图 2 有限元计算模型

Figure 2. The finite element model used in calculation

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图 3 爆炸荷载曲线

Figure 3. Blasting load curve

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图 4 不同地应力水平卸载曲线

Figure 4. Unloading curves under different stress levels

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图 5 不同地应力卸载速率卸载曲线

Figure 5. Unloading curves at different unloading rates

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图 6 不同地应力水平下围岩的振动响应

Figure 6. Vibration responses of surrounding rocks under different in-situ stress levels

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图 7 不同卸载速率下围岩的振动响应

Figure 7. Vibration responses of surrounding rocks at different unloading rates

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图 8 不同岩性围岩的振动响应

Figure 8. Vibration response of surrounding rocks with different lithologies

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图 9 瀑布沟尾水洞

Figure 9. Pu-Bu-Gou tailrace tunnel

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图 10 锦屏地下实验室

Figure 10. The underground laboratory in Jin-Ping

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图 11 瀑布沟尾水洞实测爆破振动功率谱

Figure 11. Measured blasting vibration power spectrums of Pu-Bu-Gou tailrace tunnel

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图 12 锦屏地下实验室实测爆破振动功率谱

Figure 12. Measured blasting vibration power spectrums of the underground laboratory in Jin-Ping

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图 13 不同地应力水平下实测爆破振动时-能密度曲线（MS1）

Figure 13. Measured blasting time energy-density curve under different stress levels (MS1)

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表 1 工程基本资料

Table 1. Engineering basic information

工程名称	断面尺寸/ （宽×高）	地应力/ MPa	岩性	围岩类别	抗压强度/ MPa	峰值振速/ （cm·s⁻¹）	主频/ Hz	最大单响药量/ kg	循环进尺/ m
瀑布沟	8 m×8 m	20	花岗岩	Ⅱ、Ⅲ	123	0.62	116	24	3.0
锦屏地下实验室	7 m×7 m	50	大理岩	Ⅱ、Ⅲ	120	3.70	100	60	3.5

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表 2 实测爆破振动能量在各频带的分布比例

Table 2. The measured blasting vibration energy distribution ratio in each frequency band

工程名称	地应力/ MPa	各频带能量百分比/%
工程名称	地应力/ MPa	5～20 Hz	＞20～60 Hz	＞60～100 Hz	＞100～160 Hz	＞160～220 Hz	＞220～300 Hz	＞300 Hz
瀑布沟	20	0.78	9.73	16.07	28.81	19.34	18.46	6.81
瀑布沟（MS1）	20	3.56	32.87	8.49	47.82	5.04	1.30	0.92
锦屏地下实验室	50	2.32	16.84	26.84	9.11	22.55	8.15	14.19
锦地下实验室（MS1）	50	5.73	28.44	23.40	7.86	23.83	1.96	8.78

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