Shock and Vibration
Volume 2016 (2016), Article ID 8918050, 9 pages
http://dx.doi.org/10.1155/2016/8918050

Research Article

Large-Scale Experimental and Numerical Study of Blast Acceleration Created by Close-In Buried Explosion on Underground Tunnel Lining

Mohamad Reza Soheyli,¹ A. H. Akhaveissy,² and S. M. Mirhosseini¹

¹Department of Civil Engineering, Islamic Azad University, Arak Branch, Arak, Iran
²Department of Civil Engineering, Razi University, Kermanshah, Iran

Received 20 April 2016; Accepted 16 August 2016

Academic Editor: Isabelle Sochet

Copyright © 2016 Mohamad Reza Soheyli 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.

Despite growing demands for structures in water transportation tunnels, underground installations, subsurface dams, and subterranean channels, there is limited field knowledge about the dynamic behavior of these structures in the face of near-fault earthquakes or impulse excitations. This study conducted a large-scale test on underground tunnel excited by two close-in subsurface explosions. The horizontal and vertical acceleration were recorded on the vertical wall of the tunnel and the free field data including the acceleration on the ground surface at 11-meter distance from the tunnel. The frequency domain analysis of recorded results determined the frequency 961 Hz and 968 Hz for 1.69 kg and 2.76 kg equivalent T.N.T., respectively. Then, finite element analysis results were compared with the test data. The comparisons demonstrated a good correlation and satisfied the field data. Finally, based on numerical modeling, a parametric study was applied to determine the effects of shear wave velocity distance of the crater with respect to the tunnel on impulse response of the tunnel.

1. Introduction

Underground RC (reinforced concrete) structures have numerous applications in water canals, transportation tunnels, military caches, auxiliary tunnels, and shelters. The high risk of underground explosions necessitates careful research on the response of underground RC structures to these events. The dynamic response of underground RC structures to underground explosions has been numerically studied by several researchers [1–3]. Lu et al. used 2- and 3-dimensional numerical models to analyze the response of underground structures subjected to subsurface explosions which occurred in the soil medium. They discussed the general characteristics of the resulting blast and evaluated the accuracy of 2D and 3D models. They reported that 2D models could predict the blast wave in soil medium with an acceptable accuracy. They also found that 2D models could be used to acquire accurate predictions for the blast load and response of the front wall in subsurface structures [4]. Gui and Chien presented the blast-resistant analysis for a tunnel passing beneath Taipei Shongshan Airport. They briefly discussed the overall analysis process to obtain the maximum lining thrust caused by a bomb explosion for use in the structural lining design. Their study used FLAC2D as the finite difference program. The TM 5-855-1 empirical formulae [5] for free field conditions were used for the validity of model parameters. The linear elastic-perfectly plastic Mohr-coulomb model was assumed for the soil [6]. The response of buried shelters was investigated to blast loadings due to conventional weapon detonation by using the finite element method by Yang. The finite element analysis was carried out using a commercial FEA software package, ABAQUS. The validity of finite element model parameters adopted was established through comparison with the existing empirical formulae for free field conditions in a soil half-space [7].

The use of experiments can help to understand the dynamic response of buried structures subjected to explosion, for different types of underground RC structures. Alekseenko and Rykov proposed a series of far-field experimental data and compared the parameters of stress waves in sandstone and clay ground when charges of 0.2 kg to 200 kg of T.N.T. exploded [8]. Grigoryan et al. experimentally investigated spherical blast waves in all basic types of soils and determined the stress components and particle velocity [9]. Yankelevsky et al. investigated the explosion characteristics of a cylindrical explosion which was buried in the soil close to a rigid obstacle. They examined the above procedure for the incident wave propagation and compared it with experimental results of an explosion in clay loam [10]. The experimental study by Vovk et al. considered the explosion pressure caused by a circular charge [11]. It only provided the test data and did not discuss the data recording instruments. An investigated the soil behavior under blast loading using finite element method and showed that numerical results were validated by empirical results. In the empirical method, the cylindrical tank, made of a thick steel pipe, was filled with the test soil. C4 explosive charge was placed at 3 cm depth in the soil at the center of the tank. In this test, nine “pencil” pressure transducers measured air pressure of the buried explosions [12]. Chen et al. performed a theoretical study on dynamic responses of underground RC arch structures subjected to localized blast loads. The structure model was a circular arch with two side walls and a floor slab. Side walls were 1.15 m high and radius of the roof arch was 1.835 m. The explosive charge was placed 2 m right above the structure and 1.5 m underground. Study tests focused on examining the distribution of dynamic loads, deflection mode, strain, acceleration, and failure modes of arch structure [13]. Waterways Experiment Station conducted a series of tests, referred to as the Conventional Weapon Effects Backfill (CONWEB) tests, to develop a consistent set of ground shock and structural response data for explosive charges detonated in different soil backfills [14]. In these tests, a 7 kg pipe-encased C-4 charge was emplaced 1.52 m from the structure, which composed of a RC slab bolted to a reaction structure [15]. The RC slab was 4.57 m long and 1.65 m high [15]. Explosive charge was placed 152.4 cm away from the slab [15]. The study investigated the pressure, velocity, and displacement on the front slab.

There is limited experimental research on the dynamic response of underground RC structures to subsurface explosion [16], and the extant literature is mostly focused on blast pressure [17, 18]. A large quantity of experimental studies have examined the impact of far-field subsurface explosions on underground RC structures [19–21]. Additionally, a number of experimental studies have considered other types of underground RC structures such as RC arch structures or RC slabs [12, 14, 22]. Reviews of publications using newer methods of validation of numerical studies through experimental studies, such as finite element updating, indicate the lack of large-scale experimental data [23–25]. In using finite element updating method, some researchers have used laboratory results [26, 27]. Usually these results are obtained from shaking table tests [28]. Due to the nature of the finite element updating method, the time-history test data extracted from the large-scale explosion test can help to develop this method.

The present study uses two field tests to assess the effects of close-in subsurface explosions on underground RC box-shaped structure. The parameter of interest in this paper is the explosive acceleration on the front wall of RC tunnel structure, a parameter that has been largely neglected in earlier studies. This paper also presents a numerical model that can predict the effect of explosion on acceleration received by RC structure. In line with the results presented by Lu et al. [4], the present study uses a two-dimensional numerical model to ultimately assess the effect of changes in shear wave velocity of soil, distance from explosion, and power of explosion on the peak acceleration created in tunnel wall.

2. Test Method

2.1. Test Structure

Study tests were performed on a 4 m long box-shaped tunnel, with two 80 cm high walls separated by an 80 cm empty space. Floor, roof, and walls of this box were 10 cm thick. At the age of 28 days, the average of compressive strength of the concrete for 3 samples was 19 MPa and its tensile strength was assumed to be 1.9 MPa. At the age of 42 days, the average of compressive strength of the concrete for the 3 samples was 23 MPa and its tensile strength was assumed to be 2.3 MPa. Young’s modulus of the concrete was 30 GPa and its specific weight was 2400 kg/m³.

All concrete components were reinforced by a steel mesh, which was made of 8 mm steel bars with 100 mm spacing. The yield strength of the steel bars was 340 MPa, and the resulting reinforcement rate was approximately 0.18% (Figures 1 and 2).

Figure 1: Mesh network inside the RC tunnel.

Figure 2: Cross section of the tunnel built for experiment.

The structure was buried 1.5 m below the ground. The soil had a specific weight of 1850 kg/m³ and humidity of 23%. Once buried, the tunnel was open at its two ends, but the openings were closed with sand bags to keep the overhead soil out of the box (Figure 3). Explosive charge was buried 2 m below the ground surface, exactly 4 m away from the central axe of the front wall.

Figure 3: The buried tunnel.

Experiment was conducted at 2 stages: (i) Explosion number 1, created by detonating 1668 gr ammonium nitrate/fuel oil (ANFO) along with 385 gr Gel-Dynamite (Emulite) (1.69 kg equivalent T.N.T. [29]) and (ii) Explosion number 2, created by detonating 2500 gr ANFO along with 578 gr Emulite (2.76 kg equivalent T.N.T. [29]).

2.2. Instrumentation and Measurement

Applied sensors could measure acceleration in one and two directions. The shock survival and resonant frequency of the sensors were 10000 g and 5.5 kHz, respectively. The data logger with four channels was used to record the signals. The sample rate of each channel was 250 MSa/sec with 12-bit resolution. Cable length was 40 m without loss of voltage. In order to determine the proper length for the cable, two different lengths of cable were compared for measurement loss of voltage. The cables lengths were 2 and 40 meters. The comparison showed the same results for the voltage. Hence, the 40-meter cable was used in explosion tests.

The acceleration 10000 g presents the resonant frequency or the acceleration which cause damage to the sensor. It is noticed, in this test, that two types of sensors are used. The first type consists of the sensors A1 and A3 whose acceleration range is between −500 g and +500 g, while type 2 sensor consists of A2 and A4 whose acceleration range is between −20 g and +20 g. It is noticeable that the changing of voltage of the sensors type 1 for each 8 mV is equal to the acceleration 1 g. Also the changing of voltage of sensors type 2 for each 175 mV is equal to the acceleration 1 g. As mentioned in the paper, in each test, two types of the sensors were installed on the front wall at points positioned 12.5 cm away from the central axe of the tunnel and 40 cm lower than the roof (Figure 4) that consists of two types of the sensors 1 and 2. The comparison of results shows that the recorded accelerations of these two sensors are partly coincident (Figures 5 and 7). Also it is noticed that the data logger used has different adjustable resolution. That is, in this test, the range of recording voltage has been between −1000 mV and 1000 mV. That input voltage of sensor is recorded with the accuracy of 1 mV.

Figure 4: Accelerometer sensors installed on the wall of the tunnel.

Figure 5: The acceleration-time graph for Explosion number 1.

A free field sensor was installed at a point on surface 11 m away from the back wall, on the line crossing the charge location and the central axe of the tunnel.

3. Test Results and Discussion

As mentioned before, two tests were conducted: Explosion number 1, 1.69 kg equivalent T.N.T, and Explosion number 2, 2.76 kg equivalent T.N.T. The greatest acceleration (3.00 g) was recorded by sensor A1 in Explosion number 2.

In Explosion number 1, two waves peaked rapidly and created the acceleration of 23.05 m/s² in sensor A1. Here, the duration of positive phase was 0.008646 seconds, followed by a negative phase which lasted for 0.0207 sec, during which peak acceleration reached −8.85 m/s². Meanwhile, sensor A2 first recorded 0.008649 sec long positive phase with peak acceleration of 21.16 m/s² and then a 0.21 sec long negative phase with peak acceleration of −8.054 m/s². After these major positive and negative peaks, acceleration gradually decreased until it reached zero. Figure 5 depicts the results of this test for both channels.

Figure 6 shows that frequencies of the waves which reached the tunnel lining were 968.75 Hz and 960.94 Hz for 2.76 and 1.69 kg equivalent T.N.T. It is noticeable that the frequencies for both tests are within a close range. This phenomenon was predictable because characteristics of the soil-tunnel system were approximately similar for both tests.

Figure 6: Analysis of frequency blast acceleration wave.

Figure 7: The acceleration-time graph for Explosion number 2.

As depicted in Figure 7, the wave of Explosion number 2 peaked rapidly and created a 0.007574 sec long positive phase with peak acceleration of 29.43 m/s² in sensor A1. It then caused a 0.0239 sec long negative phase with peak acceleration of −12.53 m/s². Meanwhile, sensor A4 first received a 0.007571 sec long positive phase with peak acceleration of 28.65 m/s² and then a 0.241 sec long negative phase with peak acceleration of −13.185 m/s². So, for sensor A1, the maximum voltage recorded is 24 mV that equals the maximum acceleration 3 g, and, for sensor A4, maximum voltage is 511 mV that equals the acceleration 2.92 g; these two amounts of 24 mV and 511 mV are in range of −1000 mV to +1000 mV. The comparison of results shows that the recorded accelerations of these two sensors are partly coincident (Figures 5 and 7).

As previously stated, at these positive and negative peaks, acceleration exhibited a decreasing trend. However, the decrease was quicker than the decrease observed in the first test. Figure 8 shows the vertical component of acceleration on the tunnel wall for 2.76 kg equivalent T.N.T. and also for the free field at 11 m distance from the tunnel on ground surface. The comparison between the vertical component on the tunnel face and the free field point shows that the peak vertical acceleration decreased from 0.98 g to 0.28 g. These data can assist in modeling artificial boundaries in numerical analyses of the soil-structure interaction by Lysmer boundaries.

Figure 8: The comparison of vertical accelerations between vertical wall of tunnel and free field.

On the other hand, Figure 8 shows that the difference of wave arrival time to tunnel and the free field point at 11 m from the tunnel is 0.02 sec. Therefore, the wave propagation velocity can be calculated equal to 550 m/sec. Hence, dynamic elasticity shear modules can be determined based on the wave propagation velocity.

4. Numerical Modeling

While implementations of different tests are expensive, numerical methods are proper tools to understand and evaluate performance of a designed structure with low costs. Hence, comparison of the results from numerical analysis with field data can help to assess the performance of sensors, data logger, cables, and process of implemented tests. The applied model and its parameters are the only factors in numerical analysis. Soil behavior is linear at low loads [30] and nonlinear at high loads [31, 32]. Due to the nature of the shock wave of the blast, usually nonlinear models are used for soil [33, 34]. Due to availability of Mohr-Coulomb model parameters, the Mohr-Coulomb model is more commonly used among all nonlinear models to model the soil [35–37]. Akhaveissy et al. [38] proposed the modified generalized plasticity model in finite element method for simulation of different types of soil with hardening/softening behavior and DSC/HISS yield surface. Akhaveissy [39, 40] analyzed soil-tunnel-structure interaction by the modified generalized plasticity model. The comparison between predicted results and field data showed proper correlation for the settlements on the ground surface due to the excavation of Sao Paulo tunnel. Also, predicted results using Mohr-coulomb criterion were in accordance with field data for the case study. The finite element developed code [40] was applied to analyze the dynamic performance of tunnel-soil-superstructure interaction by Lysmer modified boundary. Hence, Mohr-coulomb criterion and modified Lysmer boundaries were used in numerical modeling of the current study. A series of soil mechanics tests based on borehole samples taken from the study site were applied to obtain characteristics of the soil. These characteristics included specific weight, undrained shear strength, and friction angle and are summarized in Table 1. The tunnel and the crater location were implemented as cut-and-cover method (Figure 9).

Table 1: Materials’ properties.

Materials
Properties
Unit
Value

Soil (Group 1)
Unit mass
kg/m³
1850

Cohesion
kPa
24

Friction angle
°
31

Young’s modulus
MPa
29

Damping ratio
%
2.5

Fill (Group 2)
Unit mass
kg/m³
1650

Cohesion
kPa
0

Friction angle
°
20

Young’s modulus
MPa
15

Damping ratio
%
2.5

Concrete
Unit mass
kg/m³
2400

Young’s modulus
MPa
30000

Compressive strength
MPa
23

Tensile strength
MPa
2.3

Yield strain
%
0.35

Reinforcement
Unit mass
kg/m³
7800

Young’s modulus
MPa
210000

Tensile strength
MPa
300

Soil-tunnel interface
Friction
°
20

Interface resistance
kPa
5

Normal stiffness
MPa
315

Shear stiffness
MPa
82

Tensile strength
MPa
1

Figure 9: An overview of the numerical model.

Therefore, soil region above the tunnel and the crater location were evaluated as a distributed soil region. Hence, the characteristics of the region using field test results were different from the characteristics of undistributed soil region (Table 1).

In this paper, numerical study that can produce values obtained by the experiment is presented in Figure 10. As indicated earlier, 2D model has been regarded to have acceptable accuracy in predicting the shock wave in soil medium and estimating the blast load and the response of the front wall of a subsurface structure [4]. Therefore, this paper proposed a two-dimensional numerical model to achieve the aforementioned objective.

Figure 10: Mesh used in numerical analysis.

4.1. Modeling the Tunnel

The structure was modeled by the use of elastic perfectly plastic RC two-noded element. In general, the RC structure is assumed to behave as a linear elastic material with both an axial tensile and compressive failure limit. Plastic behavior is simulated by specifying a limiting plastic moment. The characteristics such as cross-sectional area, specific weight, modulus of elasticity, compressive yield stress, compressive residual stress, tensile yield stress, and tensile residual stresses were used to obtain the numerical model of the element (Table 1).

4.2. Modeling the Soil-Structure Interaction

To assess the possible slippage between the soil and tunnel once they reached a limiting stress, an interface element was defined based on Columbus slippage model and was placed between the soil and the tunnel. Characteristics such as friction angle, interface strength, normal stiffness, and shear stiffness were defined for the element (Table 1).

4.3. Modeling the Blast Load

Blast load can be modeled as an impulse (pressure) [41] with an exponential or triangular quantity-time diagram [5, 41, 42], whose quantity and domain rapidly decrease as it propagates. The quantity of this impulse starts from and decreases uniformly over time until it reaches about zero; this decrease is in the form of the following equation [5, 42]:

where is the blast pressure at time . It should be noted that the time of arrival is inversely proportional to the velocity of the wave. As such, an explosion in a soil medium with high wave propagation velocity (such as saturated clay) creates high-frequency and high-acceleration waves with small displacements [5, 42].

Increasing the explosive charge increases the dynamic load at all points. The maximum dynamic force has been obtained from semiempirical equation provided by US Army [5, 42]:

where is the specific density of the soil (1850 kg/m³), is the average wave velocity (550 m/s), is the distance from the explosive charge (4 m), is the weight of explosive charge (1.76 kg, 2.69 kg), and is the damping coefficient, which is 2.5 for sandy clay [5].

In this model, a crater positioned was defined at a point 4 m away from the front wall and 2 m below the surface. Then, the blast load to this crater was applied.

5. Comparing the Results of Numerical Study with Experimental Results

To validate the numerical study, its results were compared with the results obtained from the empirical tests. Figures 11 and 12 show the test results along with the results obtained from the numerical model for both explosions.

Figure 11: Comparison between the acceleration-time graphs obtained from the numerical model and the experimental results (Explosion number 1).

Figure 12: Comparison between the acceleration-time graphs obtained from the numerical model and the experimental results (Explosion number 2).

As depicted in Figure 11, the wave of Explosion number 1 peaked rapidly. It remained 0.0087 sec in positive phase, during which it reached a peak acceleration of 22.27 m/s². This wave then proceeded to negative phase, which lasted for 0.018 sec, during which the wave reached a peak acceleration of −7.35 m/s². According to Figure 12, the wave of Explosions number 2 remained in positive phase for 0.008 sec, during which it reached a peak acceleration of 29.53 m/s². This wave then moved to negative phase, which lasted for 0.018 sec and reached a peak acceleration of −12.82 m/s². As shown in Figures 9 and 10, results of the numerical model are completely consistent with the experimental data.

Figures 13–15 show the distribution of acceleration, velocity, and displacement caused by Explosions numbers 1 and 2. For all of the three parameters, the highest values were obtained in the middle of the wall and the lowest values were recorded in the upper corner.

Figure 13: Distribution of acceleration on the front wall caused by Explosions numbers 1 and 2.

Figure 14: Distribution of velocity on the front wall caused by Explosions numbers 1 and 2.

Figure 15: Distribution of displacement on the front wall caused by Explosions number 1 and 2.

The proposed numerical model was also used to study the effect of changes in cross section of the tunnel, shear wave velocity of the soil, and changes in the profile of explosion on the acceleration received in tunnel wall.

The numerical study was used to determine the effect of shear wave velocity of soil on the peak acceleration in the tunnel wall. This was achieved through changing the shear wave velocity of the soil to the range of 200 to 2000 m/s, while keeping other parameters fixed.

Figure 16 shows the results obtained from this process. It can be observed that as shear wave velocity increases in both Explosions numbers 1 and 2, the acceleration (created in the front wall) first slightly increases but then exhibits a decreasing trend. The maximum acceleration was obtained for shear wave velocity of 400 m/s.

Figure 16: The graph of peak acceleration in the front wall versus shear wave velocity of soil.

The effect of distance from explosion on the peak acceleration received in the tunnel wall was investigated by using numerical study. To achieve this objective, the location of crater was changed in the range between 2 and 6 m away from the front wall and the effects of these changes were studied in the peak acceleration. Figure 17 shows the results obtained from this process and indicates that the acceleration created in the wall aggressively increases as explosion gets closer but decreases gradually as explosion gets farther.

Figure 17: The graph of peak acceleration in the front wall versus distance from the explosion.

The last parameter studied by the numerical study was the effect of explosion power on the peak acceleration received in the front wall of the tunnel. Here, Explosion number 1 was used as a metric, and explosions with 1.5, 2, 2.5, 3, 3.5, and 4 times its power were studied. Results showed that as power of explosion increases, peak acceleration in front wall increases with an almost constant slope (Figure 18).

Figure 18: The graph of peak acceleration in the front wall versus explosion intensity.

6. Conclusion

This paper presented the results of a close-in subsurface explosion field experiment conducted on a buried 4 × 1 m × 1 m box-shape tunnel, using explosive charges of 1.69 kg and 2.76 kg equivalent T.N.T., respectively. The horizontal and vertical accelerations were recorded on the vertical wall of the tunnel and also the free field data including the acceleration on the ground surface. The experimental results which have not been presented in previous studies are helpful for engineers and support further theoretical and numerical analysis. A numerical study was also conducted using the finite element developed code to obtain the graphs representing the distribution of acceleration, velocity, and displacement at the front wall of the tunnel. Parameters studied by this numerical study included effect of changes in shear wave velocity of soil, distance from explosion, and power of explosion on the peak acceleration at the center of tunnel’s front wall. Results of numerical study showed that the received acceleration increases slowly with shear wave velocity of soil and peaks at shear wave velocity of 400 m/s, but it then exhibits a steady downward trend. Numerical results regarding the effect of distance from the explosion revealed that the received acceleration aggressively increases as explosion gets closer to the wall but decreases gradually as explosion gets farther. The results also demonstrated that as the power of explosion increases, peak acceleration received in the front wall increases with an almost constant slope.

Competing Interests

The authors declare that they have no competing interests.

Acknowledgments

In light of the fact that no governmental or nongovernmental organization was willing to provide the financial means to carry out this work, the authors feel it incumbent upon themselves to extend their deep gratitude to Jahad Nasr Company of Kermanshah province, who were in the process of mining stone material to finish an embankment dam, for their gracious cooperation in helping with the explosion tests.

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