Research Article  Open Access
Experimental and Numerical Investigation of BlastInduced Vibration for ShortDelay Cut Blasting in Underground Mining
Abstract
It is essential to control the damage to the surrounding rock and engineering structures in the process of cut blasting with a single free surface in underground mining. To reduce vibration induced by cut blasting, this paper proposes shortdelay cut blasting, in which blast holes that are near each other are sequentially initiated with shortdelay times. Experimental tests of cut blasting were conducted in a roadway in the Shaxi copper mine to compare the peak particle velocity (PPV) and frequency characteristics of simultaneous blasting and shortdelay blasting. Numerical modelling was then developed to study the influence of shortdelay times on blast vibration. The accuracy of the numerical simulation was verified by the comparison of the test and simulated data of singlehole blasting. The results show that the amplitude reduction ratio (ARR) value increases gradually with the increase in delay intervals, and the vibration reduction for delay intervals smaller than 6 ms is very limited, particularly in the near field. The principal frequencies (PFs) for shortdelay blasting are similar to those for simultaneous blasting, which implies that the frequencies do not increase directly with the decrease of the delay intervals. The experimental tests also show that the mean frequencies (MFs) for the 8 ms delay are slightly higher than those for the 0 ms delay blast. In the case of ensuring the rock breaking of cut blasting, longer delay intervals of 8∼10 ms are beneficial to further reduce PPV in practical blasting.
1. Introduction
Hard rock fragmentation by blasting is the most widely used and costeffective means in mining and construction operations. However, only a part of the energy released during blasting is utilized directly for breaking rock within the target range, while the rest causes damage to the surrounding rock, structures, and environment owing to ground vibration, noise, flying rocks, backbreak, and air blasts [1, 2]. Among all the negative effects, ground vibration induced by blasting, which adversely affects the stability of surrounding structures and residences, is regarded as the most severe of blasting hazards. To reduce blastinduced vibration, delay blasting, which has been proved to cause less vibration than simultaneous initiation, is adopted in practical blasts [3, 4]. However, the pyrotechnic delay detonators widely used in blasting engineering have large delay errors; thus, they are often unable to meet the requirements of fine blasting technology [5]. The newly invented and applied electronic detonators make precise shortdelay blasting possible, as the delay error is normally less than 1 ms [6, 7].
The previous studies on precise delay blasting with electronic detonators focused more on the feasibility of fragmentation improvement with the improvement of delay precision [8–13]. Most scholars have, through many field experiments and trials, arrived at the consensus that precise delay blasting using electronic detonators had significant advantages in improving rock fragmentation. On the other hand, few studies have focused on the vibration effect induced by blasting with short delays. Blair [14] noted that there was no distinct difference in peak vibration between pyrotechnic and electronic delays. Xu et al. [15] studied the energy distribution of precise delay blasting and found that it could control the input of lowfrequency energy. Qiu et al. [16] focused on the vibration interference and reduction mechanisms of shortdelay blasting by superimposing a singlehole blasting vibration signal. However, no consensus has been reached so far on the influence of precise delay blasting with electronic detonators on blastinduced vibration. In addition, previous studies on the vibration effect of precise delay blasting did not consider the influence of free surfaces.
There is normally only one single free surface for underground cut blasting, which increases the difficulty of the blasting construction. To improve the blasting efficiency of cut blasting, there can be a set of blast holes near each other that are initiated at the same nominal delay time to create enough compensating space and new free surfaces for subsequent blasts. Reducing the harmful vibration induced by cut blasting with large charge weight per delay is a critical challenge in underground mines [17]. To solve this problem, this paper proposes shortdelay cut blasting in underground rock excavation to reduce blastinduced vibration. In the shortdelay cut blasting, the blast holes are sequentially initiated with small delay intervals. The delay intervals between cutting blast holes should not be too long; otherwise, a common blasting crater cannot be obtained. If there is significant potential to reduce vibration in the shortdelay cut blasting, it would be of great interest to the underground mining industry. Thus, the purpose of this research is to investigate the possibility of vibration reduction for shortdelay cut blasting.
It is well known that peak particle velocity (PPV), frequency, and duration time are the three parameters used to assess the blastinduced vibration in rock mass [18]. PPV has been considered as the most suitable parameter to evaluate the possible damage caused by blasting for a long time, and comprehensive investigations on PPV have been conducted by many researchers [19, 20]. In practice, some empirical criteria mainly based on the PPV in rock mass are used to assess the blastinduced vibration. Apart from PPV, it is also necessary to understand the frequency contents of vibration signals. In mining engineering, the principal frequency (PF) is also used in some criteria and specifications to evaluate the allowable vibration limits [21, 22]. Wu and Hao [23] and Hao et al. [24] derived empirical PF attenuation relations based on numerical simulation and fieldblasting tests in granite mass. In addition to PF, the mean frequency (MF) proposed by Yang et al. [25] is considered to give more accurate characteristic of frequency composition.
Many uncontrollable factors, such as rock property, joint fracture, and nature of the terrain, have important influence on blasting performance; thus, it is expensive to study the characteristics of blastinduced vibrations simply by fieldblasting tests [25, 26]. With the rapid advancements in computer technology, numerical methods are used to investigate the characteristics of blasting [27]. This paper studied the vibration induced by shortdelay cut blasting through both experimental tests and numerical simulation. Cut blasting tests carried out in an underground mine are used to compare the vibration of simultaneous blasting and shortdelay blasting. Subsequently, the related numerical modelling is performed to systematically study the influence of shortdelay intervals on blastinduced vibration.
2. Field Experiment
To compare the vibrations induced by the simultaneous blasting and shortdelay blasting and to obtain the characteristics of vibrations induced by blasting with different delay intervals, we conducted some experimental tests in Shaxi underground copper mine using fourhole schemes with a single free surface.
2.1. Experimental Setup
The test mine, the Shaxi copper mine, which is located in the southeast of Hefei city in Anhui province, China, is a newly constructed copper mine with a designed annual ore quantity of 3300 kt. The ore grade is 0.59% copper with a total reserve of 80.9 million tons. The ore body type is porphyry copper, and the surrounding rock types are massive rock and stratified rock. The main ore body is divided by fault F7 into two ore blocks, which are called Tongquanshan ore block and Fengtaishan ore block. As shown in Figure 1, the tests were carried out at the −650 m level of the Fengtaishan ore block. The parameters of the rock mass are as follows: the density is 2700 kg/m³, the Poisson ratio is 0.3, the elastic modulus is 51.96 GPa, the compressive strength is 169.85 MPa, and the tensile strength is 7.16 MPa [17].
The tests were carried out in a roadway with a width of 5.0 m and height of 2.8 m. First, singlehole blasting tests with a single free surface were conducted to investigate the propagation law of seismic waves. The hole diameter and depth are 89 mm and 0.8 m, respectively. Next, blasting tests with four holes were carried out to study the vibrations induced by simultaneous blasting and shortdelay blasting. The delay schemes can be seen in Figure 2. A short delay of 8 ms was used to compare the vibration of the shortdelay blasting against that of simultaneous blasting with a delay of 0 ms. The diameter and depth of the blast holes were 89 mm and 1.2 m, respectively. In actual cases of cut blasting in underground mines, the distance between adjacent holes is 0.8 m. A coupling charge structure with emulsion explosive is used in the present study. The detonation velocity and density for the explosive are 3200 m/s and 1000 kg/m^{3}, respectively.
To monitor the vibration signals, threecomponent seismic instruments were placed in 6 station points at distances ranging between 10 and 100 m, shown in Figure 3. In the present study, PPV is adopted to assess the blastinduced vibration and possible damage [28–30]. The scaled distance (SD) is defined aswhere is the distance between the emitted point and received point (m), is the explosive charge weight (kg), and is the attenuation coefficient. A coefficient of 3 is selected in underground mines for [31, 32]. The PPV can be predicted aswhere K is a function of the amount of energy transmitted to the source rock from the explosion and is an attenuation term for the source rock. Additionally, a vector PPV () defined by the largest amplitude in the entire summed waveform is adopted in the present study [20]:where , , and are the vertical, radial, and transverse components of particle velocity, respectively.
2.2. Vibrations Induced by SingleHole Blasting
Figure 4 shows the velocity time histories of single blast hole tests at a distance of 15 m. As can be noted, the radial component has the largest peak values among all the three components. Figure 5 plots the PPV for single blast hole tests determined by the largest amplitude in the entire summed waveform and by the largest amplitude of the radial component versus scaled distance. The best fit attenuation equations using a least squares regression are as follows:
(a)
(b)
The Fourier transformation is adopted in this study to obtain the frequency information of the test signals [25]. To determine the attenuation of frequency, the principal frequency () proposed by Wu and Hao [23] is adopted. The definition of is determined by half of the maximum spectral peak on the Fourier spectrum:where F_{1} and F_{2} are determined by the intersection points of a horizontal line at of the Fourier spectrum of the velocity time histories, in which is the peak value of the Fourier spectrum. Figure 6 shows the attenuation of for the radial components with scaled distance. The bestfit attenuation equation using a least squares regression of for the radial components versus SD is
3. Comparison of Simultaneous and ShortDelay Blasting
Blasting tests with four blast holes for 0 ms and 8 ms delayed blasts were conducted, and the velocity time histories were measured to contrastively investigate the characteristics of peak particle velocity and frequency.
3.1. Comparisons of PPV
Figure 7 shows the velocity time histories of the blasting test with four blast holes for delay times of 0 ms and 8 ms at a distance of 20 m. We can see from the figure that the radial components produce the largest peak values among all the three components. Figure 8 shows the PPV comparisons for 0 ms and 8 ms delayed blasts determined by the largest amplitude in the entire summed waveform versus scaled distance. The bestfit attenuation equations using a least squares regression are
(a)
(b)
As seen from Figure 8, simultaneous blasting produced larger PPV as a function of SD compared to the 8 ms delayed blast. This is mainly because the charge weight per delay for the 8 ms delay is much smaller than for simultaneous blasting, and the total energy for the 8 ms delay is released discretely, while in the 0 ms case, energy is released nearly simultaneously. It is widely accepted that delay blasting can effectively reduce vibration amplitude. However, in practical blasting, longdelay intervals (normally longer than 25 ms) are applied for vibration reduction. It is doubtful whether delay blasting with shortdelay intervals could reduce PPV and, if so, to what extent shortdelay blasting could reduce PPV. The test in this study shows that it is efficient to reduce the PPV for the delay of 8 ms.
3.2. Comparisons of Vibration Frequencies
It is understandable that delay blasting can reduce vibration amplitude compared with simultaneous blasting. However, a major concern regarding shortdelay blasting is that the frequencies will decrease as the time delays change from 0 ms (simultaneous blasting) to small delay intervals (shortdelay blasting) and thus cause damage on constructions and structures as the resonant frequencies for the structures are in the range of 4 Hz to 28 Hz [33]. Therefore, it is essential to compare the frequencies between simultaneous blasting and shortdelay blasting. A popular conception referring to vibrations induced by delay blasting is that the frequencies become higher with the decrease in the delay intervals. It is hence proposed by some researchers that smaller delay intervals can be used to reduce vibrations, as the higher frequencies attenuate more readily in the ground [14]. However, when the delay interval between blast holes decreases to the ultimate range, a zero delay is obtained, which could produce infinite frequencies according to the above popular conception. This clearly does not correspond to the realities of practical blasting; thus, the dependability of the popular conception is uncertain. Figure 9 shows the PF comparisons for 0 ms and 8 ms delayed blasts versus scaled distance. The bestfit attenuation equations using a least squares regression are
It can be seen that the 0 ms and 8 ms delayed blasts produce similar principal frequencies, which is inconsistent with the popular conception. This is because the spectral banding for small delay intervals is not as obvious as that for large delay intervals, for which the dominant frequencies are mostly determined according to the delay intervals between blast holes. As noted by Blair [34], it is impossible to control the frequencies according to the delay intervals, for delays intervals smaller than 10 ms. The results shown in Figure 9 indicate that for shortdelay blasting, the principal frequencies are more likely to be determined by the site conditions rather than the delay intervals between blast holes. It is interesting to note from Figure 9 that the value for the 8 ms delay is smaller than the 0 ms delay, which indicates more readily attenuated principal frequencies.
The PF mostly gives the frequency characteristic in a certain range and could miss the frequency components with small amplitude. Thus, besides the PF, the mean frequency (MF) is also applied to obtain the comprehensive characteristics of the frequency composition. The MF of the amplitudefrequency spectrum is defined as [25]where is the amplitude corresponding to the frequency in the amplitudefrequency spectrum.
Figure 10 presents the MF comparisons for the 0 ms and 8 ms delayed blasting versus scaled distance. As shown, the mean frequencies for the 8 ms delay are slightly higher than those of the 0 ms delay blast. As seen in Figure 9, the two delays have similar principal frequencies; the higher mean frequencies for the 8 ms delay indicate that there is more energy in the highfrequency content compared with the 0 ms delay case. The possible reason for this phenomenon is that for the 8 ms delay blast, when a later blast hole detonates, initial cracks are formed around the former detonated blast hole. Hence, when the compressive stress waves caused by the later detonated blast hole reach the cracks, they are partly reflected as backpropagating rarefaction waves. The reflected rarefaction waves are superimposed onto the initial compressive stress waves and lead to lower loading pressure with a smaller peak, shorter rising time, and shorter duration [25]. In addition, with the reduction of loading duration, the spectrum of the loading moves into the region of higher frequencies. As the initial cracks are very local around the blast hole when the later blast hole detonates, only a fraction of the compressive stress wave is reflected. Therefore, the principal frequency remains unchanged, but the increase in the highfrequency content makes the mean frequency of an 8 ms delay larger than that of a 0 ms. In addition, it can also be observed from Figure 10 that the value for the 0 ms delay is larger than that for the 8 ms delay. This is because the highfrequency content attenuates faster than low frequency in rock mass.
4. Numerical Simulation
The experimental study described above preliminarily compares the characteristics of blastinduced vibrations of simultaneous blasting and shortdelay blasting. Limited by experimental conditions, the systemic influence of shortdelay times on blastinduced vibration is not revealed above. This is studied in this section by numerically modelling the blasting test using the LSDYNA program, whose accuracy in simulating delay blasting in a rock mass has been proven in previous studies [13, 25].
4.1. Numerical Model
According to the blasting conditions shown in Figure 2, a threedimensional numerical model measuring 140 × 80 × 80 m (length × width × height) is developed to simulate the vibrations induced by simultaneous blasting and shortdelay blasting, as illustrated in Figure 11. In the model, the dimension and layout of the blast holes are in accordance with the experimental tests. Hexahedronshaped brick elements with eight nodes and different element sizes are used in the numerical model. Suggested by Kuhlemeyer and Lysmer [35], the mesh size should be shorter than 1/8–1/10 of the wavelength in general to reduce any wave distortion. Convergence tests are conducted to determine the sizes of elements until the difference of the modelling results between two consecutive element sizes is less than 5%. Based on the convergence test results, the element size ranges from 0.2 m near the charge to 2.0 m at the border, and the model has a total of 902,820 elements with 944,974 nodes. In accordance with the experimental situation, nonreflecting boundaries are applied to the six outside surfaces of the model and free boundaries are enforced on the internal surfaces of the model. In the numerical model, the high explosive and the stemming are solved using the Eulerian method and the rock mass is solved using the Lagrangian method.
Rock masses in the immediate vicinity of the charge will undergo high pressure and large strain instantaneously. In the present study, the MAT_BRITTLE_DAMAGE (MAT_96) material model is adopted to simulate the response of rock mass. It is an anisotropic brittle damage model designed for a wide variety of brittle materials, allowing progressive degradation of tensile and shear strengths across smeared cracks that are initiated under tensile loadings. The details of the brittle damage model can be seen in [36]. The material properties of rock in the test roadway are used in this simulation. Values for the fracture toughness, shear retention, and viscosity for the rock mass are not available from the experimental data. Therefore, parametric tests are carried out to adjust the appropriate values by comparing the simulated vibration with the measured vibration waves.
In the LSDYNA software, the explosives are modelled by the John–Wilkins–Lee (JWL) equation, which is the most commonly used equation for modelling high explosives due to its simple form, experimental basis, and easy calculations of hydromechanics [37]. The JWL equation is given as follows:where is the detonation pressure; , , , , and are constants; is the specific volume; and is the specific internal energy. The emulsion explosive used in the exponential tests is characterized by a density of 1000 kg/m^{3}, detonation velocity of 3200 m/s, and explosive CJ pressure of 3.24 GPa. According to Qiu et al. [38], the parameters associated with the JWL equation are given as follows: = 220 GPa, = 0.2 GPa, = 4.5, = 1.1, = 0.35, and = 4.2 GPa.
Material Type 5 of the LSDYNA (MAT_SOIL_AND_FOAM) is used for the stemming. The parameters of stemming in the simulation are listed in Table 1 [39]. In the table, is the density, is Poisson’s ratio, E_{T} is the shear modulus, is the cohesive force, is the friction coefficient, and is the internal friction angle.

4.2. Demonstration of Numerical Modelling
Numerical simulation of blastinduced vibration for a singlehole case is firstly carried out to verify the accuracy of the model. The comparisons of the tested radial velocity time history and simulated waveform in the X direction for the singlehole blasting at a distance of 15 m are plotted in Figure 12. It can be seen that the simulated waves, including peak velocities and frequencies, agree well with the measured results. The peak velocity of the numerical result is slightly larger than that of the tested waves. This might be attributed to the fact that the numerical model assumes a continuous and homogeneous medium while in reality, there could be many fractures and joints in the site. Figure 13 shows the comparison of the attenuation of PPV for tested radial velocity time history and the simulated waves in the X direction versus scaled distance from the charge centre. Considering the randomness of the test site, it can be concluded that the numerical model adopted in the present study is feasible in simulating blastinduced vibration in rock mass.
4.3. Influence of Short Delays on Vibration
Using the above numerical model with LSDYNA, numerical simulations of the influence of shortdelay intervals on blastinduced vibration are carried out. To form a common blasting crater, the delay intervals between blast holes in cut blasting should be less than the formation time of a new free surface [17]. Practical blasting and experimental tests show that the formation time of a new free surface is approximately 20 to 30 ms [40, 41]. In this study, a total delay of 30 ms is selected, and the delay intervals of 0 ms, 2 ms, 4 ms, 6 ms, 8 ms, and 10 ms between blast holes are considered in this simulation.
Along the monitoring line shown in Figure 3, 16 target points spaced at every 5 m are specified to record the simulated velocity time histories, at which the PPV are derived. Figure 14 shows the simulated velocity time histories corresponding to delay intervals of 0 ms and 8 ms at the same distance of 20 m from the charger centre. As seen, the velocity time histories in the X direction have the largest peak values among all the three components, which is in accordance with the measured waves in the test. In addition, it is found that the 0 ms case has larger peak values than the 8 ms case in all the three directions, which demonstrates the feasibility of vibration reduction of shortdelay blasting compared with simultaneous blasting.
(a)
(b)
Figure 15 shows the simulated PPV at recording points along the monitoring line for different delay intervals. It can be seen that the PPVs attenuate very quickly with the increase in the distance from the charger centre, irrespective of the delay intervals. As shown, we can clearly see that the 0 ms case has the largest PPV values at all the recording points in the three components. This indicates that simultaneous blasting is the most unfavourable condition for vibration control in practical blasting, which we need to make every effort to avoid. It is interesting to note that delay blasting with any delay interval is feasible for vibration reduction, as the PPV values of the 2 ms delay case are smaller than those of the 0 ms case.
(a)
(b)
(c)
To further assess the influence of shortdelay intervals on the reduction of PPV, the amplitude reduction ratio (ARR) proposed by Chen et al. [42] is adopted in the present study. ARR is defined as follows:where is the PPV value of simultaneous blasting at a specific distance from the charge centre and is the PPV value of delay blasting at the same distance. It is obvious that a better vibration reduction result is obtained for a larger ARR.
Figure 16 shows the calculated ARR of simulated waves versus delay intervals at different distances. It can be seen that the ARR value increases gradually with the increase in delay interval in the time range of 0∼8 ms. It is widely accepted that the wave superposition of blastinduced vibration occurs in the peak range of velocities. Delayed blasting changes the energy releasing form as the total energy of the charge is released in a time range rather than in an instantaneous time. Therefore, with the increase in delay interval, the superposition of vibration waveforms induced by successively detonated blast holes is reduced, and thus, the PPV is reduced. It is noted that the ARR fluctuates for the cases of 8 ms and 10 ms. This might be attributed to the fact that the optimum delay interval is mainly influenced by the principal vibration period of vibration waveform induced by singlehole blasting [15]. It is also observed from Figure 16 that the ARR values at different distances are apparently different. The ARR values at shorter distances are smaller than at farther distances for the same delay intervals. Taking the X direction for an example, as shown in Figure 16(a), the ARR values at a distance of 5 m are all smaller than that of 10 m for the same delay intervals and the values of 10 m are smaller than other longer distances. As shown in Figure 16(c), the ARR values for the cases of 2 ms, 4 ms, and 6 ms at a distance of 5 m are all less than 20%, while at a distance of 80 m, the ARR value is 66.35% for the case of 8 ms. This indicates that at long distances, delay blasting with shortdelay intervals leads to great vibration reduction, but in the near field, the vibration reduction effect is not obvious. To obtain similar reduction effect, relatively longer delay intervals are needed in the far field. This is because the blastinduced seismic action is realized by the response deformation of rock mass far away from the elastic deformation zone [43]. The propagation velocity of blastinduced seismic is far less than the velocity of elastic deformation wave in rock mass; thus, the energy release of the ground vibration will not change significantly for the different delay intervals. Therefore, in order to obtain considerable vibration reduction in the whole distance range, relatively longdelay intervals are preferentially selected in cut blasting in the case of ensuring the formation of a common blasting crater.
(a)
(b)
(c)
The simulated waves are calculated by the Fourier transform, and based on equation (5), the principal frequencies are obtained. Figure 17 shows the principal frequencies of simulated waves versus delay intervals at different distances in the Z direction. It can be seen that as the distance increases, the principal frequency decreases for a specific delay interval. This illustrates the attenuation characteristic of blastinduced vibration frequency, which is in accordance with the tested vibration waveform in Section 3. It can also be seen from Figure 17 that the PFs for different delays are similar, which are consistent with the test results. The differences of principal frequencies between different delays are very small. It is also observed that there is no increasing trend for the principal frequencies as the delay intervals decrease. Again, the numerical results show that the popular conception that the frequencies become higher with the decrease in the delay intervals is not suitable for blasting with delay times smaller than 10 ms. However, it is impossible to use the threedimensional model to simulate the reflection of the compressive stress waves induced by the later detonated blast hole on the initial cracks caused by the former detonated blast hole under current computer resources, and therefore, the MFs of different delay intervals are not compared here.
The test and numerical results show that the PFs for shortdelay blasting are similar with simultaneous blasting. It indicates that a change in delay time from 0 ms to small delay intervals would not increase the possibility of structural resonance. In addition, the above test and simulation also show that shortdelay blasting could effectively reduce PPV compared with simultaneous blasting. Therefore, it is of great value to reduce PPV with similar principal frequencies via shortdelay cut blasting.
5. Conclusions
This paper proposes shortdelay cut blasting to reduce blastinduced vibration in underground mining. Singlehole blasting tests with a single free surface were firstly carried out in a roadway in the Shaxi copper mine to obtain the sitespecific attenuation relations of PPV and PF of vibration waves. Cutting blasts with four blast holes for delay intervals of 0 ms and 8 ms between blast holes were then conducted to compare the characteristics of PPV and frequencies. A numerical model was developed to investigate the blastinduced vibration of shortdelay blasting with a single free surface. The measured data of singlehole blasting were used to verify the accuracy of the numerical simulations, and a very good agreement between the measured and numerically simulated data was obtained. The numerical model with four blast holes was used to systematically investigate the influence of shortdelay intervals on PPVs and PFs of vibration waves.
The experimental tests and numerical results show that the ARR value increases gradually with the increase of delay intervals. The vibration reduction for delay intervals smaller than 6 ms is very limited, particularly in the near field. The principal frequencies for shortdelay blasting are similar to those for simultaneous blasting, which implies that the frequencies do not increase directly with the decrease of the delay intervals. The experimental tests also show that the mean frequencies for the 8 ms delay are slightly higher than those for the 0 ms case, which may be caused by the reflection of the compressive stress waves caused by a later detonated blast hole on the initial cracks caused by a former detonated blast hole.
The experimental tests and numerical simulation in the present study show that it is of great value to reduce PPV with similar frequencies via shortdelay cut blasting. In practical blasting, longer delay intervals such as 8∼10 ms are preferentially selected for further reducing PPV in the case of ensuring the rock breaking of cut blasting.
The influence of the reflection effect (the reflection of the compressive stress waves caused by a later detonated blast hole on the initial cracks caused by a former detonated blast hole) on the frequency characteristics of shortdelay blasting cannot be ignored. However, owing to limited current computing resources, it is impossible to quantify the influence of the reflection effect. The precise frequency characteristics of shortdelay blasting may be determined in the future with the help of supercomputers.
Data Availability
The data used to support the findings of this study are available from the corresponding author upon request.
Conflicts of Interest
The authors declare that they have no conflicts of interest.
Acknowledgments
This work was supported by the National Natural Science Foundation Project of China (51874350) and the National Key R&D Program of China (2017YFC0602902). The support provided by the China Scholarship Council (CSC) during the visit of Xianyang Qiu to Curtin University is acknowledged. The authors also thank Hong Hao, Yifei Hao, and Jian Cui for their excellent advice.
References
 M. P. Roy, P. K. Singh, M. Sarim, and L. S. Shekhawat, “Blast design and vibration control at an underground metal mine for the safety of surface structures,” International Journal of Rock Mechanics and Mining Sciences, vol. 83, pp. 107–115, 2016. View at: Publisher Site  Google Scholar
 X. Li, S. Wang, R. Malekian, S. Hao, and Z. Li, “Numerical simulation of rock breakage modes under confining pressures in deep mining: an experimental investigation,” IEEE Access, vol. 4, pp. 5710–5720, 2017. View at: Google Scholar
 U. Ozer, “Environmental impacts of ground vibration induced by blasting at different rock units on the KadikoyKartal metro tunnel,” Engineering Geology, vol. 100, no. 12, pp. 82–90, 2008. View at: Publisher Site  Google Scholar
 M. Vladimir and S. Lazar, “Determination of seismic safety zones during the surface mining operation development in the case of the “Buvač” open pit,” Minerals, vol. 8, no. 2, p. 71, 2018. View at: Google Scholar
 X. Z. Shi, X. Y. Qiu, J. Zhou, Y. Wang, J. Nie, and B. H. Li, “Technology and case study of ultralarge section and high shaft excavation by shortmillisecond sphericallike blasting,” Chinese Journal of Rock Mechanics and Engineering, vol. 35, no. 8, pp. 1659–1667, 2016, in Chinese. View at: Google Scholar
 X.z. Shi, X.y. Qiu, J. Zhou, X. Chen, Y.q. Fan, and E.w. Lu, “Application of HilbertHuang transform based delay time identification in optimization of short millisecond blasting,” Transactions of Nonferrous Metals Society of China, vol. 26, no. 7, pp. 1965–1974, 2016. View at: Publisher Site  Google Scholar
 Y. Changping, S. Jonny, and J. Daniel, “Numerical modeling for blastinduced fragmentation in sublevel caving mines,” Tunnelling and Underground Space Technology, vol. 68, no. 2017, pp. 167–173, 2017. View at: Google Scholar
 X. P. Li, J. H. Huang, Y. Luo, and P. P. Chen, “A study of smooth wall blasting fracture mechanisms using the timing sequence control method,” International Journal of Rock Mechanics and Mining Sciences, vol. 92, pp. 1–8, 2017. View at: Publisher Site  Google Scholar
 H. P. Rossmanith, “The use of Lagrange diagrams in precise initiation blasting. Part I: two interacting blastholes,” Fragblast, vol. 6, no. 1, pp. 104–136, 2002. View at: Publisher Site  Google Scholar
 H. P. Rossmanith and N. Kouzniak, “Supersonic detonation in rock mass: Part 2: particle displacements and velocity fields for single and multiple nondelayed and delayed detonating blastholes,” Fragblast, vol. 6, no. 2, pp. 95–117, 2006. View at: Google Scholar
 F. Vanbrabant and A. Espinosa, “Impact of short delays sequence on fragmentation by means of electronic detonators: theoretical concepts and field validation,” in Proceedings of the 8th International Symposium on Rock Fragmentation by Blasting, Fragblast 8, pp. 326–331, Santiago, Chile, May 2006. View at: Google Scholar
 D. Johansson and F. Ouchterlony, “Shock wave interactions in rock blasting: the use of short delays to improve fragmentation in modelscale,” Rock Mechanics and Rock Engineering, vol. 46, no. 1, pp. 1–18, 2013. View at: Publisher Site  Google Scholar
 C. Yi, D. Johansson, U. Nyberg, and A. Beyglou, “Stress wave interaction between two adjacent blast holes,” Rock Mechanics and Rock Engineering, vol. 49, no. 5, pp. 1803–1812, 2016. View at: Publisher Site  Google Scholar
 D. P. Blair, “Limitations of electronic delays for the control of blast vibration and fragmentation,” in Proceedings of the 9th International Symposium on Rock Fragmentation by Blasting, pp. 171–184, Granada, Spain, August 2010. View at: Google Scholar
 Z. Y. Xu and J. Yang, “Energy distribution of seismic waves from blasting with precise delay timing in complex environments,” Explosion and Shock Waves, vol. S1, pp. 116–121, 2013, in Chinese. View at: Google Scholar
 X. Y. Qiu, X. Z. Shi, J. Zhou, D. Huang, and X. Chen, “Study on vibration reduction effect of short millisecond blasting by highprecision detonator based on HHT energy spectrum,” Explosion and Shock Waves, vol. 37, no. 1, pp. 107–113, 2017, in Chinese. View at: Google Scholar
 X. Qiu, X. Shi, Y. Gou, J. Zhou, H. Chen, and X. Huo, “Shortdelay blasting with single free surface: results of experimental tests,” Tunnelling and Underground Space Technology, vol. 74, no. 2, pp. 119–130, 2018. View at: Publisher Site  Google Scholar
 G. G. U. Aldas, “Explosive charge mass and peak particle velocity (PPV)frequency relation in mining blast,” Journal of Geophysics and Engineering, vol. 7, no. 3, pp. 223–231, 2010. View at: Publisher Site  Google Scholar
 J. R. Zhou, W. B. Lu, P. Yan, M. Chen, and G. H. Wang, “Frequencydependent attenuation of blasting vibration waves,” Rock Mechanics & Rock Engineering, vol. 49, pp. 1–12, 2016. View at: Publisher Site  Google Scholar
 M. Leidig, J. L. Bonner, T. Rath, and D. Murray, “Quantification of ground vibration differences from wellconfined singlehole explosions with variable velocity of detonation,” International Journal of Rock Mechanics and Mining Sciences, vol. 47, no. 1, pp. 42–49, 2010. View at: Publisher Site  Google Scholar
 D. E. Siskind, M. S. Stagg, J. W. Kopp, and C. H. Dowding, “Structure response and damage produced by ground vibration from surface blasting,” US Bureau of Mines, Washington, DC, USA, 1980, Report of Investigations 8507. View at: Google Scholar
 German Standards Organization (GSO), DIN 4150, Vibrations in Building Construction, German Standards Organization (GSO), Berlin, Germany, 1984.
 C. Wu and H. Hao, “Numerical study of characteristics of underground blast induced surface ground motion and their effect on aboveground structures. Part I. Ground motion characteristics,” Soil Dynamics and Earthquake Engineering, vol. 25, no. 1, pp. 27–38, 2005. View at: Publisher Site  Google Scholar
 H. Hao, Y. Wu, G. Ma, and Y. Zhou, “Characteristics of surface ground motions induced by blasts in jointed rock mass,” Soil Dynamics and Earthquake Engineering, vol. 21, no. 2, pp. 85–98, 2001. View at: Publisher Site  Google Scholar
 J. H. Yang, W. B. Lu, Q. H. Jiang, C. Yao, and C. B. Zhou, “Frequency comparison of blastinduced vibration per delay for the fullface millisecond delay blasting in underground opening excavation,” Tunnelling and Underground Space Technology, vol. 51, pp. 189–201, 2016. View at: Publisher Site  Google Scholar
 K. Liu, H. Hao, and X. Li, “Numerical analysis of the stability of abandoned cavities in bench blasting,” International Journal of Rock Mechanics and Mining Sciences, vol. 92, pp. 30–39, 2017. View at: Publisher Site  Google Scholar
 J. Cui, H. Hao, and Y. Shi, “Discussion on the suitability of concrete constitutive models for highrate response predictions of RC structures,” International Journal of Impact Engineering, vol. 106, pp. 202–216, 2017. View at: Publisher Site  Google Scholar
 X. Z. Shi and S. R. Chen, “Delay time optimization in blasting operations for mitigating the vibrationeffects on final pit walls’ stability,” Soil Dynamics and Earthquake Engineering, vol. 31, no. 8, pp. 1154–1158, 2011. View at: Publisher Site  Google Scholar
 M. Khandelwal and T. N. Singh, “Evaluation of blastinduced ground vibration predictors,” Soil Dynamics and Earthquake Engineering, vol. 27, no. 2, pp. 116–125, 2007. View at: Publisher Site  Google Scholar
 C. H. Dowding, Blast Vibration Monitoring and Control, PrenticeHall, Englewood Cliffs, NJ, USA, 1985.
 I. A. Elseman, “Measurement and analysis of the effect of ground vibrations induced by blasting at the limestone quarries of the Egyptian cement company,” in Proceedings of the International Conference for Environmental Hazards Mitigation, pp. 54–71, Egypt, September 2000. View at: Google Scholar
 C. Kuzu, “The importance of sitespecific characters in prediction models for blastinduced ground vibrations,” Soil Dynamics and Earthquake Engineering, vol. 28, no. 5, pp. 405–414, 2008. View at: Publisher Site  Google Scholar
 D. E. Siskind, M. S. Stagg, J. W. Kopp, and C. H. Dowding, “Structure response and damage produced by ground vibration from surface mine blasting,” USBM Reports of Investigation: 8507, 1980. View at: Google Scholar
 D. P. Blair, “Blast vibration control in the presence of delay scatter and random fluctuations between blastholes,” International Journal for Numerical and Analytical Methods in Geomechanics, vol. 17, no. 2, pp. 95–118, 1993. View at: Publisher Site  Google Scholar
 R. L. Kuhlemeyer and J. Lysmer, “Finite element method accuracy for wave propagation problems,” Journal of the Soil Mechanics and Foundations Division, vol. 99, no. 5, pp. 421–427, 1973. View at: Google Scholar
 S. Govindjee, G. J. Kay, and J. C. Simo, “Anisotropic modelling and numerical simulation of brittle damage in concrete,” International Journal for Numerical Methods in Engineering, vol. 38, no. 21, pp. 3611–3633, 1995. View at: Publisher Site  Google Scholar
 LSTC, LSDYNA Keyword User’s Manual, Version 971, Livermore Software Technology Corporation, Livermore, CA, USA, 2007.
 X. Y. Qiu, Y. F. Hao, X. Z. Shi, H. Hao, S. Zhang, and Y. G. Gou, “Numerical simulation of stress wave interaction in shortdelay blasting with a single free surface,” PLoS One, vol. 13, no. 9, Article ID e0204166, 2018. View at: Publisher Site  Google Scholar
 Y. Wang, X. Z. Shi, Y. G. Gou, and T. Guo, “Blast hole stemming length effects of rock blasting with parallel double free surface,” Journal of Vibration and Shock, vol. 35, no. 15, pp. 80–85, 2016, in Chinese. View at: Google Scholar
 L. He, D. W. Zhong, and J. F. Si, “Experimental study on reasonable delay time of millisecond delay blasting near slope,” Engineering Blasting, vol. 22, no. 1, pp. 8–13, 2016, in Chinese. View at: Google Scholar
 A. H. Xahykaeb, Physical Process of Blasting in Rock, Translated by Liu Dianzhong, Metallurgical Industry Press, Beijing, China, 1980.
 S. H. Chen, Y. F. Yan, G. F. Qi, X. K. Zhang, and W. Zhang, “Analysis of influence factors of interference vibration reduction of millisecond blasting,” Rock and Soil Mechanics, vol. 32, no. 10, pp. 3003–3008, 2011, in Chinese. View at: Google Scholar
 D. C. Lin, Q. Zhang, and C. H. Bai, “An experimental study on ground vibration from millisecond blasting with two sources near to the ground surface,” Engineering Blasting, vol. 6, no. 4, pp. 1–5, 2000, in Chinese. View at: Google Scholar
Copyright
Copyright © 2019 Dan Huang 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.