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. 2022 May 19;12(1):8453.
doi: 10.1038/s41598-022-12203-7.

Vibration velocity and frequency characteristics of surrounding rock of adjacent tunnel under blasting excavation

Yi Luo  1   2 , Hangli Gong  1   3   2 , Dengxing Qu  4   5   6 , Xueping Zhang  3 , Yuhang Tao  3   2 , Xinping Li  1   2
Affiliations

Vibration velocity and frequency characteristics of surrounding rock of adjacent tunnel under blasting excavation

Yi Luo et al. Sci Rep. .

Abstract

The aim of this study is to improve the accuracy of response prediction and safety evaluation of blasting vibration of a deeply-buried tunnel group. For this purpose, the expression of frequency-domain and blasting vibration velocity spectra for the equivalent blasting load in multiple holes was derived through theoretical analysis, and propagation and attenuation of the primary frequency of blasting vibration of multiple cutting holes and caving holes in the infinite rock mass were explored. Response characteristics of vibration frequency spectra in rock surrounding of the adjacent tunnel induced by full-section blasting excavation of the tunnel under the high in situ stress were studied using the dynamic finite element method. The research indicates that blasting vibration waves have the greatest influences on the adjacent tunnel at the haunch in the side facing the blasting, where the vibration velocity is inversely proportional to the spacing between tunnels and directly proportional to the tunnel diameter. The centroid frequency increases with the increase of the spacing between tunnels and tunnel diameter. Furthermore, vibration velocity spectra at the most affected location (namely the haunch) in the side facing blasting of the adjacent tunnel under different conditions were derived. The coincidence of the theoretical formula was verified by comparing measured data of blasting of diversion tunnels in Pubugou Hydropower Station (Sichuan Province, China). The research results can provide theoretical guidance and reference for the prediction of blasting vibration response of similar projects in the future.

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Conflict of interest statement

The authors declare no competing interests.

Figures

Figure 1
Figure 1
Multiple holes equivalent elastic boundary.
Figure 2
Figure 2
Triangular blasting load curve.
Figure 3
Figure 3
Primary frequency attenuation curve of group hole blasting vibration.
Figure 4
Figure 4
Blasting excavation model and scheme of parallel circular tunnels.
Figure 5
Figure 5
Comparison between theoretical calculation and numerical simulation results.
Figure 6
Figure 6
PPV distribution in surrounding rock of adjacent tunnel (L = 15 m, D = 10 m, F-b Side is the abbreviation for facing blasting side, B-b Side is the abbreviation for back-blasting side).
Figure 7
Figure 7
PPV of rock surrounding the adjacent tunnel under different spacings between tunnels.
Figure 8
Figure 8
Radial PPV of measuring points 3# and 7# at different tunnel spacings.
Figure 9
Figure 9
Primary frequency of surrounding rock vibration in adjacent tunnel (L = 15 m, D = 10 m).
Figure 10
Figure 10
Primary frequency of the adjacent tunnel under different spacings between tunnels.
Figure 11
Figure 11
Frequency attenuation law of measuring point 3# and 7# under tunnel spacings.
Figure 12
Figure 12
PPV distribution in surrounding rock of adjacent tunnel under different tunnel spans.
Figure 13
Figure 13
Radial PPV evolution of measuring points 3# and 7# at different tunnel spans.
Figure 14
Figure 14
Primary frequency of the adjacent tunnel under different tunnel spans.
Figure 15
Figure 15
Frequency attenuation law of measuring point 3# and 7# under different tunnel spans.
Figure 16
Figure 16
Blasting vibration test of diversion tunnel group of Fubugou Hydropower Station.
Figure 17
Figure 17
Comparing the measured results and numerical calculation results.
Figure 18
Figure 18
The spectrum curves of surrounding rock on facing blasting side of tunnel.
Figure 19
Figure 19
PPV and centroid frequency under different spacings and spans.
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