Numerical simulation of the blasting vibration response of shallow buried tunnel in complex urban environment

Jian-Yu Wu1 , Yuan Long2 , Qi-Chao Tang3 , Chong Ji4 , Ming-Shou Zhong5 , Ke-Jian Song6

1, 2, 3, 4, 5, 6College of Field Engineering, PLA University of Science and Technology, Nanjing, China

4Corresponding author

Vibroengineering PROCEDIA, Vol. 5, 2015, p. 393-398.
Accepted 21 August 2015; published 18 September 2015

Copyright © 2015 JVE International Ltd. 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.
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Abstract.

Base on the phase I project of Nanjing metro line IV, the blasting vibration response of shallow buried tunnel in complex urban environment was studied with ANSYS/LS-DYNA, the real load change was simulated with the loading way of measured stress curve, and there was a consistent between numerical simulation results and the measured data. The numerical results indicated that the velocity distribution in different directions were close in the close area (0-2 m); the vertical seismic wave attenuated at the fastest speed in the transferring process, and the radial seismic wave attenuated the fastest in the excavation direction ; in the distance from 2 m to 5 m, the tangential and radial vibration of the initiating side were both obviously larger than the other side of the core tube, which was still more violent than the vertical vibration, and the difference decreases with the distance increases. In the surrounding rocks , the radial vibration velocity was the biggest and attenuated at the fastest speed, which was close to linear attenuation ;the tangential vibration velocity is the smallest with the a relatively gentler damping, the vertical vibration attenuated until 8 m and then increased gradually and the resultant velocity obeyed the exponential damping law.

Keywords: tunnel, blasting vibration, numerical simulation.

1. Introduction

The surrounding environment of urban subway tunnel is very complex and there will be serious threat to the construction of nearby building and underground pipe network security under the mine method construction. So it is essential to deeply study the effect of blasting vibration on urban shallow tunnel to ensure the safety of other buildings and the construction speed of the tunnels.

The finite element numerical simulation method is quite effective and widely applied in solving practical engineering problems, which can give a detailed description of the characteristics of blasting vibration in time and space to provide an important basis for the research of blasting vibration control. JIANG [1] studied urban tunnel driving blasting effect with numerical simulation and found that the spectrum characteristics of earthquake waves produced by different charges were different and the attenuation of the horizontal blasting vibration was respectively slower; With the application of numerical simulation, Lu [2] found the attenuation law of the peak velocity of blasting vibration with the increasing of distance, and Li [3] studied the vibration damage induced by blasting on double-track tunnel, and got the distribution law of the maximum principal stress of the particles of the driving tunnel and adjacent tunnels; Zhou, et al. [4] combined the numerical simulation and viscous rock blasting vibration express, which was based on the introduction of the term of medium damping, and made a comparative analysis the attenuation law of vibration frequency of blasting seismic wave propagation caused by spherical and column charge. The references above provide an important reference for the tunnel blasting vibration effect study.

The phase I project of Nanjing metro line IV is at the interval of Cloud Road station and Gulou station, which has a length of 600 m and blasting excavation quantity of 35000 cubic meters, and the way of “small charge, short footage, slotting and subsection delay initiation” was used in the field construction. The process of blasting excavation is shown in Fig. 1. Based on this blasting excavation engineering, we used the finite element program ANSYS/LS-DYNA to study the special tunnel excavation methods and proved the reliability of numerical model. A further study on the distribution law of vibration peak of the ground and the attenuation law of the inside of surrounding rocks in the driving direction was also simulated through numerical ways.

Fig. 1. Schematic diagram of blasting excavation of shallow buried tunnel

 Schematic diagram of blasting excavation of shallow buried tunnel

a) Blast zoning

 Schematic diagram of blasting excavation of shallow buried tunnel

c) Field construction

Fig. 2. Numerical model

 Numerical model

2. Numerical simulation model

2.1. Finite element model

As shown in Fig. 2, the numerical model was built according to the actual size. The section of the tunnel part was horseshoe with an external diameter of 6.5 m and a buried depth of 10 m, the bench had a height of 3.25 m with a width of 5 m, and the diameter and width of the core wall were 3.5 m and 1 m, respectively. The size of the model was 24 m×25.25 m×25 m, which contained 86484 elements, and a non-reflection boundary was set respectively on the left, right, front and back of the model to release the influence of the boundary effect. The depth of the loading surface was 0.7 m, with an element size of 0.117 m×1 m×1 m, and the size of the elements in the excavation and non-excavation direction were 0.5 m×1 m×1 m and 0.25 m×1 m×1 m, respectively.

2.2. Material behavior

The Moore-Coulomb (M-C) yield criterion and Drucker-Prager (D-P) yield Criterion are widely used to depict the geotechnical materials, and the latter one was adopt in this paper, which could be expressed as:

(1)
F = α J 1 + J 2 1 / 2 - k = 0       or       α J 1 + J 2 1 / 2 = k ,

where J1 and J2 are the first and second invariant of the stress, respectively. The empirical relationship between the dynamic modulus Es and the dynamic elastic modulus Ed is expressed:

(2)
E d = 8.7577 E s 0.5882 .

The empirical relationship of static Poisson’s ratio μs between the dynamic Poisson’s ratio μd can be written as:

(3)
μ d = 0.8 μ s .

The strength of surrounding rock is improved by referring to the dynamic parameters of the materials used by other scholars and the modified parameters of the rock mass are shown in Table 1.

Table 1. Materials mechanical parameters

Material
Type
Elastic modulus (GPa)
Poisson ratio
Bulk density (kN/m3)
Cohesion (MPa)
Internal friction angle (o)
Tertiary surrounding rocks
Static
15.13
0.25
27.23
3.77
50.0
Dynamic
43.07
0.20
27.23
3.77
50.0

2.3. Loading mode

The tunnel was loading according to the measured stress curve. on the basis of the attenuation law of dominant frequency with the decrease of the distance from the explosion center, which was summed up by Xia and Li [5], namely, the vertical, radial and tangential vibration frequency of the particles out of 20 m from the blasting center, which are less than 10 %, can be regarded as unchanged and directly put in, and it can also be proved that the vibration velocity of the tunnel face has directionality. However, the normal directions of the nodes at the fan-shaped area of the zoning 4 of the model are not all along the coordinate system, and the velocity components cannot be input parameters. So, the stress σ is selected as blasting vibration input (Fig. 4) through the conversion of measured velocity time-dependent curves (Fig. 3) with the formula as followed:

(4)
σ = ρ C p V ,

where ρ is the material density (kg/m3), Cp is the velocity of P-wave in the material (m/s) and V is the particle vibration velocity in the wave propagation direction (m/s). In the loading process, the stress values were defined as arraies and sequentially loaded to the zoning 4 and five loading surfaces of the fan-shaped area with a depth of 0.75 m.

Fig. 3. Collected blasting vibration signals

 Collected blasting vibration signals

Fig. 4. Blasting vibration load of the numerical model

 Blasting vibration load of the numerical model

3. Numerical simulation results and discussion

3.1. Comparison of numerical simulation and measured data

According to the conclusion [6] that the vibration velocity peak values of the ground surface generated by blasting seismic waves have a large fluctuation within the scope of 10 m. So, five measuring points were selected in the relative front, back and side of the tunnel face to the ground face, which are defined Ve010-Ve05, with intervals of 2 m, 2 m, 3 m, 5 m, successively. The comparison of part of the measured data and numerical simulation result of the vertical velocity are shown in Fig. 5.

To ease the simulation calculation and model building, the surrounding rock material was regarded isotropic body. From Fig. 5, it can be seen that there was a good matching between the measured data and numerical simulation result regardless of the certain differences, which attribute to special geological phenomena, such as cracks, joints, faults, lava development, et al.

Through the analysis of the data of the simulation results, the lag defects of the measurement can be made up, and the blasting design scheme can get improved and optimized with the combination of measured data and numerical data, and it can also give more reliable basis for the blasting vibration control.

Fig. 5. Time-history curves of radial blasting vibration of ground

 Time-history curves of radial blasting vibration of ground

a) Vibration response of Ve01

 Time-history curves of radial blasting vibration of ground

b) Vibration response of Ve03

 Time-history curves of radial blasting vibration of ground

c) Vibration response of Ve05

3.2. Vibration response of tunnel ground surface in different directions

In order to study the distribution law of the vibration responses in different directions, several elements were select, which were at the distance of 2 m, 5 m and 10 m, respectively from the circle center of ground surface, which is vertical to the zoning 4 of shallow buried tunnel face. The vibration values of every elements in three directions are shown in Fig. 6.

Comparing Fig. 6(a) and Fig. 6(b), and Fig. 6(c) and Fig. 6(d), respectively, and it can be found the tangential and vertical vibration velocity values of the left elements of the core wall were bigger than the right within the distance of 5 m from the central point, and the radial vibration velocity values were bigger at the right (Fig. 6(e), Fig. 6(f)). Within the scope of 2 m, the vibration velocity values in the excavation and non-excavation direction were close, which can be seen from Fig. 6(a), (c), (e), and the vibration velocity values in the excavation direction were bigger than the excavated part, which was more obvious with the increase of the distance. Within the distance from 2 m to 5 m, the decay of tangential and radial vibration values were lower than the vertical vibration velocity values. Because the stresses were loaded in sector area, which were asymmetry in directions and values, so, the distribution of the vibration velocity values were irregular.

The vibration distribution at the distance of 10 m (Fig. 6(g) to Fig. 6(i)) showed that the vibration velocity values in the excavation direction were bigger than the values in the non-excavation direction. And in Fig. 6(g) and Fig. 6(h), the lateral component of the tangential and vertical vibration velocity values were bigger than the values in both excavation and non-excavation direction, which leaded to a groove in the two vibration graphs, respectively. However, the distribution of the radial vibration velocity was opposite to the tangential and vertical vibration velocity, which had a faster decay in the excavation direction, so there was a groove in the non-excavation direction.

So, it can be concluded that, in the close zone (0-2 m), the distribution of the vibration velocities in different directions are close .The vertical blasting seismic wave attenuates fastest in the transferring progress, and the radial blasting seismic wave attenuates the slowest in the side of the tunnel, although it has the quickest attenuated velocity in the excavation direction. In the area from 2 m to 5 m, the tangential and radial vibration of the initiating side are both obviously larger than the other side of the core tube, which is still more violent than the vertical vibration, and the difference decreases with the distance increases.

Fig. 6. Schematic diagram of the vibration distribution within 10 m

 Schematic diagram of the vibration distribution within 10 m

a) 2 m-tangential

 Schematic diagram of the vibration distribution within 10 m

b) 5 m-tangential

 Schematic diagram of the vibration distribution within 10 m

c) 2 m-vertical

 Schematic diagram of the vibration distribution within 10 m

d) 5 m-vertical

 Schematic diagram of the vibration distribution within 10 m

e) 2 m-radial

 Schematic diagram of the vibration distribution within 10 m

f) 5 m-radial

 Schematic diagram of the vibration distribution within 10 m

g) 10 m-tangential

 Schematic diagram of the vibration distribution within 10 m

h) 10 m-vertical

 Schematic diagram of the vibration distribution within 10 m

i) 10 m-radial

3.3. Vibration response of the inside of the surrounding rocks

Because there is an airshaft engineering under building and a civil air defense projects underground, so it is quite essential to study the inner vibration of the surrounding rocks to prevent the damage effect of the seismic waves on the underground structures. In the numerical simulation, the central node of the tunnel face was at the center of the bottom of the core wall, which was designated as 486. A total of 26 nodes were selected along the central axis to the inside of the surrounding rocks, and a total of 13 m was defined as the study area, where the blasting vibration in three different directions were collected in an interval of a node (Fig. 7).

Form the curves of velocity (Fig. 8), it can be found that the radial velocity Vz attenuates at the fastest speed and the initial peak values is the biggest; the vibration in tangential direction is unobvious and the vibration velocity Vx attenuates at the slowest speed; the vertical vibration velocity Vy has a gentle decay until 8 m, and after that, increase gradually, which attributed to the superposition of reflect and vibration of the ground; the resultant velocity Vr obey the exponential damping law.

Fig. 7. Schematic diagram of the collection of nodes

 Schematic diagram of the collection of nodes

Fig. 8. Vibration velocities of the nodes

 Vibration velocities of the nodes

4. Conclusion

Based the measuring vibration velocities, the tunnel were loaded as stress in the numerical simulation, and there was a consistent between numerical simulation and the measuring data, which proved the reliability of the numerical model. The numerical simulation results indicated that the velocity distribution in different directions were close in the close area (0-2 m); the vertical seismic wave attenuated at the fastest speed in the transferring process, and the radial seismic wave attenuated at the fastest speed in the excavation direction; in the distance from 2 m to 5 m, the tangential and radial vibration of the initiating side were both obviously larger than the other side of the core wall, which was still more violent than the vertical vibration, and the difference decreases with the distance increases.

In the surrounding rocks , the radial vibration velocity was the biggest and attenuates at the fastest speed, which was close to linear attenuation; the tangential vibration velocity was the smallest with the a relatively gentler damping, the vertical vibration attenuated until 8 m and then gradually increased; the resultant velocity obeyed the exponential damping law.

Acknowledgements

This research was supported by the National Nature Science Foundation of China, Nos. 51339006 and 51304218.

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