Vibration monitoring of blasting excavation of drainage tunnel in Lufeng Nuclear Power Plant is carried out and the data of blasting vibration is analyzed in this paper. The results show that: (1) The vertical vibration velocity of the rock mass is greater than the horizontal radial and horizontal tangential vibration velocity (2) The blasting vibration velocity of rock mass decreases with distance, which is affected by rock structure and explosive quantity. The monitoring research in this paper has guiding significance for vibration prediction and control in tunnel blasting excavation

Haibo Li

Hong Zuo

Jinlin Jiang

Shengnan Hong

Xiang Xia

Yaqun Liu

Yongqing Zeng

English

Vibroengineering PROCEDIA

  ISSN PRINT 2345-0533, ISSN ONLINE 2538-8479, KAUNAS, LITHUANIA 135 
Monitoring and analysis of blasting vibration in tunnel 
excavation of nuclear power plant 
Jinlin Jiang1, Haibo Li2, Shengnan Hong3, Yaqun Liu4, Xiang Xia5, Hong Zuo6,  
Yongqing Zeng7 
1, 2, 3, 4, 5, 6, 7State Key Laboratory of Geomechanics and Geotechnical Engineering, Institute of Rock and 
Soil Mechanics, Chinese Academy of Sciences; Wuhan, Hubei, 430071, China 
1, 3, 6, 7University of Chinese Academy of Sciences, Beijing, 100049, China 
1Corresponding author 
E-mail: 1jiangjinlin16@mails.ucas.ac.cn, 2hbi@whrsm.ac.cn, 3809925853@qq.com, 4yqliu@whrsm.ac.cn, 
5xxia@whrsm.ac.cn, 61013433575@qq.com, 71260181575@qq.com 
Received 25 January 2019; accepted 3 February 2019 
DOI https://doi.org/10.21595/vp.2019.20552 
Copyright © 2019 Jinlin Jiang, et al. This is an open access article distributed under the Creative Commons Attribution License, which 
permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited. 
Abstract. Vibration monitoring of blasting excavation of drainage tunnel in Lufeng Nuclear 
Power Plant is carried out and the data of blasting vibration is analyzed in this paper. The results 
show that: (1) The vertical vibration velocity of the rock mass is greater than the horizontal radial 
and horizontal tangential vibration velocity (2) The blasting vibration velocity of rock mass 
decreases with distance, which is affected by rock structure and explosive quantity. The 
monitoring research in this paper has guiding significance for vibration prediction and control in 
tunnel blasting excavation. 
Keywords: monitoring, blasting vibration, vibration velocity, tunnel excavation. 
1. Introduction 
Slope instability refers to the occurrence of cracks, loosening and sliding in the slope after 
blasting or earthquake, which seriously affects the stability of the slope [1, 2]. In the dynamic 
problems of rock engineering, the common dynamic loads are engineering blasting, earthquake, 
locomotive and mechanical vibration [3, 4]. In practical engineering, blasting vibration is more 
common than ground motion, and rock damage caused by blasting is more complex [5]. 
In this paper, blasting vibration monitoring is carried out in the construction site. The influence 
of blasting vibration on rock slope and the law of vibration attenuation in practical engineering 
are studied [6-8]. 
2. Overview of Lufeng nuclear power station project 
2.1. Engineering survey 
The drainage tunnel of the drainage tunnel project of No.1 and No.2 units of Lufeng Nuclear 
Power Plant is 3512.336 m, of which mileage SSK0+000.000-SSK0+736.000 (hereinafter referred 
to as ‘1# drainage tunnel’), SSK2+620.000-SSK3+512.366 (hereinafter referred to as ‘2#’ The 
drainage tunnel is constructed by the mining method with a length of 1628.336 m. The longitudinal 
section of the drainage tunnel is designed to have a maximum longitudinal slope of 31.25 ‰, a 
minimum longitudinal slope of 1.66 ‰, and a minimum buried depth of 12 m. The effect diagram 
of the nuclear power plant is shown in Fig. 1. 
2.2. Design parameters 
According to the design drawings of drainage tunnels, the classification of surrounding rocks 
of drainage tunnels is shown in Table 1. 
The parameters of excavation support for different types of surrounding rock are as follows: 
MONITORING AND ANALYSIS OF BLASTING VIBRATION IN TUNNEL EXCAVATION OF NUCLEAR POWER PLANT.  
JINLIN JIANG, HAIBO LI, SHENGNAN HONG, YAQUN LIU, XIANG XIA, HONG ZUO, YONGQING ZENG 
136 VIBROENGINEERING PROCEDIA. MARCH 2019, VOLUME 22  
Type II-A section is used in grade II surrounding rock section. The tunnel excavation section 
span is 8060 mm and height is 8080 mm. The initial lining is C25 shotcrete with 80 mm thickness, 
anti-seepage grade P6, single layer Ф8 steel mesh, 250 mm×250 mm spacing, 2.5 mm long 
diameter 25 mm cartridge coil anchor (HRB400) in a 120-degree range of vault, and 1.2 m×1.2 m 
spacing. 
Table 1. Classification of surrounding rock of drainage tunnel 
Serial number Mileage Length (m) Surrounding rock category 
1 SSK0+150.000-SSK0+211.000 61 ⅤA-2 
2 SSK0+211.000-SSK0+330.000 119 ⅡA 
 
Fig. 1. Lufeng nuclear power project sketch map 
V-A-2 section is used in grade V surrounding rock section. The tunnel excavation section 
spans 8500 mm and its height is 8650 mm. The initial lining is made of C25 shotcrete with a 
thickness of 300 mm, impermeability grade P6, 4Ф25 limb grille steel frame (spacing 0.6 m/hull) 
and double Ф8 steel mesh (spacing 200 mm×20 mm). A hollow grouting anchor pipe of 4.0 m 
long Ф25 is set in the 235-degree range of the vault roof, with a spacing of 1.0 m×1.0 m 
(longitudinal×circumferential). Full-section curtain grouting, grouting using forward grouting, 
each grouting section length of 30 m, grouting material using C-S (ordinary cement-water glass) 
double slurry, water-cement ratio of 1:1, C:S (mass ratio) of 1:1, the first grouting pressure should 
be adjusted according to the field test, the remaining grouting hole pressure is greater than 2 MPa. 
3. Safety threshold of blasting vibration and vibration monitoring system 
3.1. Control standard for newly poured concrete and cut-off wall 
1. The age of concrete is 1-3 days, and the peak velocity of particle vibration is not more than 
1.5 cm/s. 
2. The age of concrete is 3-7 days, and the peak velocity of particle vibration is not more than 
2.5 cm/s.  
3. The age of concrete is 7-28 days, and the peak velocity of particle vibration is not more than 
5 cm/s. 
3. The peak velocity of particle vibration is not more than 2.5 cm/s when the reinforcing range 
of cut-off wall is about 18 meters away. 
4. The peak velocity of particle vibration is not more than 7.5 cm/s within 18 meters of the 
reinforcement range of the cut-off wall. 
3.2. Monitoring system 
This project adopts TC-4850 self-recording instrument vibration testing system. The blasting 
MONITORING AND ANALYSIS OF BLASTING VIBRATION IN TUNNEL EXCAVATION OF NUCLEAR POWER PLANT.  
JINLIN JIANG, HAIBO LI, SHENGNAN HONG, YAQUN LIU, XIANG XIA, HONG ZUO, YONGQING ZENG 
 ISSN PRINT 2345-0533, ISSN ONLINE 2538-8479, KAUNAS, LITHUANIA 137 
vibration self-recording instrument (TC-4850) is equipped with acceleration and speed sensors, 
which can replace the traditional monitoring system of the tape recorder and cable transmission 
signal in various complex environments. 
According to the characteristics of this project, the main contents of vibration monitoring 
include monitoring the impact of blasting construction on high rock slope, monitoring the impact 
of blasting construction on newly poured concrete, and monitoring when blasting construction 
may cause damage to adjacent earth buildings. Each measuring point is equipped with horizontal 
radial, horizontal tangential and vertical velocity sensors. 
This test is mainly aimed at monitoring blasting vibration of rock mass on the top of the cut-off 
wall in high rock slope during tunnel blasting excavation, as shown in Fig. 2. 
 
a) 
 
b) 
Fig. 2. Blasting vibration monitoring point position and instrument layout diagram 
4. On-site monitoring results and analysis of blasting vibration 
By analyzing the results of blasting vibration monitoring in the site, the following results are 
drawn: 
Table 2 shows the monitoring results of rock mass vibration at the top of the cut-off wall of 
high rock slope during 15 blasting excavation of tunnel construction at different locations. The 
total and maximum explosive quantities, horizontal distance between monitoring point and 
explosion source and vibration velocity in three directions are listed in the table. It is obvious from 
the table that the vertical velocity of the rock mass is greater than the horizontal radial and 
horizontal tangential velocity. Moreover, the times when the vibration velocity reaches its 
maximum in three directions are not the same, due to the difference of propagation velocity 
between the shear wave and longitudinal wave in rock mass. All other on-site monitoring results 
illustrate this phenomenon. 
Fig. 3 shows that the vertical vibration velocity of rock mass varies with the location of the 
explosion source. From the figure, it can be seen that the overall trend of the variation of the 
vibration velocity is that the vibration velocity decreases with the horizontal distance between 
monitoring point and explosion source. However, due to the influence of natural conditions of 
rock strata and explosive charge quantity, the vibration speed will fluctuate to a certain extent. 
The law of vibration attenuation observed in this paper can be applied to the prediction and control 
of blasting vibration in tunnel excavation engineering so as to reduce the damage to rock mass 
and buildings caused by blasting. 
MONITORING AND ANALYSIS OF BLASTING VIBRATION IN TUNNEL EXCAVATION OF NUCLEAR POWER PLANT.  
JINLIN JIANG, HAIBO LI, SHENGNAN HONG, YAQUN LIU, XIANG XIA, HONG ZUO, YONGQING ZENG 
138 VIBROENGINEERING PROCEDIA. MARCH 2019, VOLUME 22  
Table 2. Monitoring results of peak vibration velocity and  
main frequency of blasting in tunnel construction 
Number 
Total 
explosive 
dose/kg 
Maximum 
explosive 
charge/kg 
Horizontal 
distance/m 
Radial 
velocity 
/cm.s-1 
Radial 
frequency 
/Hz 
Tangential 
velocity 
/cm.s-1 
Tangential 
frequency 
/Hz 
Vertical 
velocity 
/cm.s-1 
Vertical 
frequency 
/Hz 
1 120 8.562 –18 0.63 35.7 0.40 31.3 2.4 26.3 
2 120 8.562 –17 0.96 27.8 0.45 21.7 2.8 16.7 
3 36 7.852 –15.3 0.76 27.8 0.99 15.2 1.32 14.7 
4 120 8.562 –12.8 0.90 14.7 0.51 25.0 1.94 14.7 
5 29 8.62 –9.1 0.48 50.0 0.37 62.5 0.54 38.5 
6 72 6.86 –10.1 0.45 45.5 0.32 35.7 1.29 38.5 
7 96 7.86 –10.1 1.45 12.5 0.81 9.6 3.06 30.0 
8 120 8.65 –9.1 0.94 12.5 1.17 15.6 3.14 23.8 
9 72 6.86 –9 0.28 55.6 0.25 33.3 1.11 31.3 
10 56 9.792 –6.6 0.42 45.5 0.30 20.8 1.30 26.3 
11 72 7.65 –3.5 1.14 13.9 0.84 45.5 3.64 26.3 
12 72 7.65 –3 2.17 31.3 2.33 18.5 3.17 21.7 
13 120 10.8 3.27 2.30 33.3 1.73 25.0 1.42 41.7 
14 192 14.9 5 1.30 13.5 0.45 20.0 2.02 19.2 
15 192 14.9 10 1.67 13.9 0.84 11.9 2.43 38.5 
 
Fig. 3. Vertical vibration velocity variation with explosion source location 
5. Conclusions 
In this work, blasting excavation vibration of drainage tunnel in Lufeng Nuclear Power Plant 
construction project is monitored in real time. The results obtained show that the vertical vibration 
velocity of the rock mass is greater than the horizontal radial and horizontal tangential vibration 
velocity, in which the times when the vibration velocity reaches its maximum in all directions are 
not the same. In terms of attenuation law, the overall trend of the vibration velocity is that the 
vibration velocity gradually becomes smaller as the distance increases, influenced by natural 
conditions of rock strata and explosive charge quantity. The results can be applied to the prediction 
and control of blasting vibration in engineering so as to reduce the damage to rock mass and 
buildings caused by blasting. 
Acknowledgements 
The study is supported by the Key Program of National Natural Science Foundation of China 
under Grant No. 51439008, National Natural Science Foundation of China under Grant 
No. 41572307 and National Natural Science Funds for Distinguished Young Scholar of China 
under Grant No. 41525009. 
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MONITORING AND ANALYSIS OF BLASTING VIBRATION IN TUNNEL EXCAVATION OF NUCLEAR POWER PLANT.  
JINLIN JIANG, HAIBO LI, SHENGNAN HONG, YAQUN LIU, XIANG XIA, HONG ZUO, YONGQING ZENG 
 ISSN PRINT 2345-0533, ISSN ONLINE 2538-8479, KAUNAS, LITHUANIA 139 
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