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Effect of Blast-Induced Vibration from New Railway Tunnel on Existing Adjacent Railway Tunnel in Xinjiang, China

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Abstract

The vibrations of existing service tunnels induced by blast-excavation of adjacent tunnels have attracted much attention from both academics and engineers during recent decades in China. The blasting vibration velocity (BVV) is the most widely used controlling index for in situ monitoring and safety assessment of existing lining structures. Although numerous in situ tests and simulations had been carried out to investigate blast-induced vibrations of existing tunnels due to excavation of new tunnels (mostly by bench excavation method), research on the overall dynamical response of existing service tunnels in terms of not only BVV but also stress/strain seemed limited for new tunnels excavated by the full-section blasting method. In this paper, the impacts of blast-induced vibrations from a new tunnel on an existing railway tunnel in Xinjiang, China were comprehensively investigated by using laboratory tests, in situ monitoring and numerical simulations. The measured data from laboratory tests and in situ monitoring were used to determine the parameters needed for numerical simulations, and were compared with the calculated results. Based on the results from in situ monitoring and numerical simulations, which were consistent with each other, the original blasting design and corresponding parameters were adjusted to reduce the maximum BVV, which proved to be effective and safe. The effect of both the static stress before blasting vibrations and the dynamic stress induced by blasting on the total stresses in the existing tunnel lining is also discussed. The methods and related results presented could be applied in projects with similar ground and distance between old and new tunnels if the new tunnel is to be excavated by the full-section blasting method.

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Abbreviations

BVV:

Blasting vibration velocity, cm/s

σ cc :

Equivalent comprehensive strength of concrete, MPa

R c :

Uniaxial comprehensive strength of rock, MPa

K v :

Index of intactness of rock mass

V pm :

Longitudinal wave velocities of rock mass in field

V pr :

Longitudinal wave velocities of intact rock sample

σ p :

Normal stress at the given point induced by stress wave, MPa

ρ :

Mass density, kg/m3

γ m :

Unit weight, kN/m3

C p :

Longitudinal wave velocities, m/s

V :

Particle vibration velocity, m/s

ε :

Uniaxial strain at given point

E :

Young’s modulus (GPa)

ξ :

Constant of media, s/m

\( \underset{\raise0.3em\hbox{$\smash{\scriptscriptstyle-}$}}{M} \) :

Total mass matrix

\( \underset{\raise0.3em\hbox{$\smash{\scriptscriptstyle-}$}}{C} \) :

Total damping matrix

\( \underset{\raise0.3em\hbox{$\smash{\scriptscriptstyle-}$}}{K} \) :

Total stiffness matrix

\( \underset{\raise0.3em\hbox{$\smash{\scriptscriptstyle-}$}}{F}_{t + \Updelta t} \) :

External load matrix, i.e. blasting force matrix at t + Δt

\( \underset{\raise0.3em\hbox{$\smash{\scriptscriptstyle-}$}}{\ddot{u}}_{t + \Updelta t} \) :

Nodal acceleration of system at t + Δt

\( \underset{\raise0.3em\hbox{$\smash{\scriptscriptstyle-}$}}{\dot{u}}_{t + \Updelta t} \) :

Velocity of system at t + Δt

\( \underset{\raise0.3em\hbox{$\smash{\scriptscriptstyle-}$}}{u}_{t + \Updelta t} \) :

Displacement of system at t + Δt

δ, γ :

Integration constants

Δt :

Integration time step

T max :

Maximum period of system calculated through mode analysis

α, β :

Damping constants

ω i , ω j :

Different vibration frequencies of the system

ξ i , ξ j :

Damping ratio corresponding to ω i and ω j

P max :

Peak stress of blasting pulse, MPa

Z :

Scaled distance, m/kg1/3

R :

Distance between explosive centre and observation point, m

Q :

Explosive charge detonated at the same time, kg

t R :

Increasing time of triangle load, s

t S :

Total time of triangle load, s

K :

Volume compressive modulus of ground, 105 kPa

µ :

Poisson’s ratio of ground

a :

Radius of borehole, m

\( \overline{r} \) :

Acting radius of blasting load, m

E d :

Dynamic Young’s modulus for rock mass, GPa

E s :

Static Young’s modulus for rock mass, GPa

\( \mu_{\text{d}} \) :

Dynamic Poisson’s ratio for rock mass

µ s :

Static Poisson’s ratio for rock mass

c :

Cohesion, MPa

φ :

Internal friction angle, degrees

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Acknowledgments

This research was supported by ‘Qing Lan’ Talent Engineering Funds (QL-08-19A) from Lanzhou Jiaotong University and by the Program for Changjiang Scholars and Innovative Research Team in University (IRT1139). The support and help during in situ tests and sampling from China Railway Construction Co., Ltd., 21st Group, are also sincerely appreciated, especially Senior Engineer Yu Zhu and Dr. Shulin Tang. The authors would like to thank the anonymous reviewers for their valuable comments and suggestions to improve the quality of the paper.

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Authors and Affiliations

  1. Key Laboratory of Road and Bridge and Underground Engineering of Gansu Province, Lanzhou, 730070, China

    Qingguo Liang, Dewu Li & Erfeng Ou

  2. School of Civil Engineering, Lanzhou Jiaotong University, Lanzhou, 730070, Gansu Province, China

    Qingguo Liang, Dewu Li & Erfeng Ou

  3. School of Civil, Environmental and Chemical Engineering, GPO Box 2476, Melbourne, VIC, 3001, Australia

    Qingguo Liang & Jie Li

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  1. Qingguo Liang
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Correspondence to Qingguo Liang.

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Liang, Q., Li, J., Li, D. et al. Effect of Blast-Induced Vibration from New Railway Tunnel on Existing Adjacent Railway Tunnel in Xinjiang, China. Rock Mech Rock Eng 46, 19–39 (2013). https://doi.org/10.1007/s00603-012-0259-5

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