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Shock and Vibration
Volume 2018, Article ID 6236953, 11 pages
https://doi.org/10.1155/2018/6236953
Research Article

Rock Fracturing under Pulsed Discharge Homenergic Water Shock Waves with Variable Characteristics and Combination Forms

1Mining Engineering Institute, Taiyuan University of Technology, Taiyuan, China
2College of Science, North University of China, Taiyuan, China

Correspondence should be addressed to Jinchang Zhao; nc.ude.tuyt@gnahcnijoahz

Received 20 August 2017; Revised 17 February 2018; Accepted 5 March 2018; Published 22 April 2018

Academic Editor: Xinglin Lei

Copyright © 2018 Decun Bian 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

High voltage pulsed discharge in water (HVPD) is used throughout industry for fracturing both natural and man-made materials. Using HVPD, we modeled crack propagation of rocks under homenergic water shock waves (HWSW) with different characteristics and combination forms using a combination of experimental analysis and numerical simulation. The experimental results show that, under the same discharge energy (2 kJ), water shock waves (WSW) with different characteristics fractured the rock mass distinctly different. With a higher the peak pressure () of WSW, more long cracks and microcracks were formed, creating a larger damage area. The numerical simulation results show that a single HWSWs impact with different characteristics will still only cause three long cracks to be well developed and almost no microcracks, when of HWSW was 3 MPa. With the increase of , the number of both long cracks and microcracks increased. This is consistent with the experimental results. When the peak pressure became greater than 15 MPa, crack propagation gradually became concentrated and the surrounding borehole wall became more severely broken. The rock model had optimal fracturing under the impact of the HWSW with a of 10 MPa. Also, the simulations showed that, under repeated-impacts of HWSWs with consistent characteristics, the fracturing characteristics were basically identical to those by a single-impact. While under the repeated-impact of HWSWs with variable characteristics, there was almost no relationship between the fracturing effect and the sequence of repeated-impacts. Finally, under a single-impact of HWSW with low and hydrostatic pressure () acting within an initial crack (similar to hydraulic fracturing in a hydrocarbon well), the initial crack had excellent propagation with an increase in hydrostatic pressure. However, when of HWSW was too high, increasing had no effect on initial crack propagation.

1. Introduction

High voltage pulsed discharge in water (HVPD) has primarily been used in the mineral industry, including but not limited to such practices as breaking down oil and gas wells [1], rock breaking and well drilling [2], and natural gas extraction [3]. The control, repeatability, and high stability of water shock wave (WSW) have great potential for industrial applications in the oil and gas industry for uses with oil and gas well break down and reservoir fracturing [4]. The studies in recent years found that the dynamic characteristics of WSWs produced by HVPD were influenced by many factors, including discharge voltage, capacitor value, discharge energy, electrode gap and type [5], and water conductivity [6]. There were significant differences in amplitude, frequency-domain characteristics, and energy spectrum of the WSWs when the discharge conditions were varied [79].

There have been several studies on the effects of HVPD on the rock fracturing process. During the process of loading repeated impulses on coal samples by HVPD, as the impact number increased, the microcrack line density increased [10]. Furthermore, as the impact number of HVPD increased, the coal pore structure improved, enhancing pore connectivity and overall permeability [11]. A single-impact with a higher WSW amplitude more clearly damaged the rock sample, and there was cumulative damage of the rock mass under repeated-impacts [12]. These studies greatly improved the understanding of HVPD on rock fracturing; however, they did not consider the influence of WSWs’ waveform characteristics, combination forms, and hydrostatic pressure () on rock fracturing.

WSW as a type of dynamic load would show different loading characteristics due to the change of discharge conditions, and it has been shown that the dynamic response and characteristics of rock fracturing are not identical when WSW’s loading characteristics are different. Cho and Kaneko found that a higher stress-loading rate of shock wave increases the number of radial cracks. The stress released from adjacent cracks affects crack extension and results in shorter crack propagation lengths. At lower stress-loading rates, the number of crack and crack arrest caused by stress released at adjacent cracks is reduced. This leads to greater crack extension [13]. However, their study does not unify the energy of WSWs which has different loading characteristics. Whether or not different characteristics of rock fracturing are caused by different WSWs’ energy needs further study. In this paper, we studied the dynamic response and characteristics of rock fracturing under a single-impact and repeated-impacts of HWSWs. In addition, with affecting the initial crack, we also studied initial crack propagation under a single-impact. This research was accomplished through numerical simulation and single pulsed HVPD experiments on concrete, providing a theoretical basis for improving the technology principle of HVPD in rock fracturing, optimizing the effect of rock breakage and improving the working efficiency of oil and gas reservoir fracturing.

2. The Experimental Principle

2.1. The Principle of HVPD

HVPD is a very intense energy release process. Research findings showed that there is a close relationship between discharge form, WSW’s characteristics, and discharge voltage, and capacitance of high voltage storage capacitor [14]. The energy () stored in the storage capacitors can be determined by the formula (1):where is the capacitance of energy storage capacitors and is the voltage of energy storage capacitors after charging.

The combination of different and also generates discharge breakdown processes with different characteristics, which then affect the characteristics of the WSWs, even when is constant. Two examples of WSWs generated by HVPD with different discharge parameters (α and β; for specific parameters, see Table 1) indicate that the waveforms of WSWs are indeed different when parameters are varied (Figure 1). This is because the electric potential difference at the electrode tips in the discharge process of the β group is higher than that of the α group when . The speed of energy injection into the water by capacitors is higher in β group, and the energy injected into the plasma channel per unit time increases. The plasma channel of the β group is then able to achieve higher energy density before the channel wall expands; thus the plasma channel has higher temperature and pressure. However, because the energy stored by the capacitors is the same in both groups, high energy input density is bound to cause the inflation pressure duration of the β group to be significantly shortened compared with to the α group. This causes the β group to have a shorter duration of positive pressure (TDPP) and higher peak pressure () in WSW’s characteristics compared to the α group.

Table 1: High voltage pulsed discharge parameters table.
Figure 1: Pressure waveforms of WSWs in α and β group.
2.2. The Principle of Fracturing by Dynamic Impact Loads

Loading rate has an important role in the process of rock fracturing by dynamic impact loads. Common rock dynamic damage models show that, with an increase in loading rate, rock fragment size decreases, microcrack density increases, and number of macro long cracks decreases. When the WSW loading rate decreases, the rock fragmenting by dynamic impact load tends to gradually be static hydraulic fracturing [12]. This is mainly because the rock mass has different response characteristics under different dynamic impact loadings. Generally speaking, the dynamic strength of a rock mass increases with an increase in the loading rate of the dynamic impact load [15].

In addition, Kalthoff and Shockey [16] found that only when the time duration of the dynamic stress intensity factor exceeded material dynamic fracture toughness and was more than the required minimum duration for dynamic fracturing of a rock mass did cracks lose their stability and begin to extend. Even if the dynamic stress intensity factor of the crack tips was more than the dynamic fracture toughness of a rock mass, cracks did not necessarily extend, and it remains to be seen whether the time duration has a minimum duration needed for dynamic fracturing of rock mass.

Therefore, under a higher loading rate of a dynamic impact load, the rock mass appears to have a stronger dynamic strength, and TDPP is concurrently shortened. Thus, these phenomena make the expansion of macro long cracks more difficult, and much of the energy is dissipated in fractures, forming a large number of comminuted microcracks.

3. The Experimental Equipment and Methods

Single pulsed discharge rock fragmenting experiments were performed on four concrete samples using a custom made apparatus (Figure 2). The sand-binder ratio of the four concrete specimens was 10 : 3. The uniaxial tensile strength and uniaxial compressive strength were 0.2 MPa and 9.4 MPa. Before the start of the experiments, the original cracks in the concrete specimen were detected using a NM-4b nonmetal ultrasonic flaw detector. The plane transducer’s frequency of the ultrasonic flaw detector was 50 KHz. Four specimen surfaces parallel to the axis of the borehole were arranged with 100 measuring points for each surface. After flaw detection, a specimen was placed on the test bench, electrodes were placed into a borehole filled with water, and the discharge ends of the electrodes were located in the center of specimen (Figure 2). After affixing and sealing the electrodes, the pulsed discharge cabinet and control box for charging operation were opened. Discharge parameters are shown in Table 1.

Figure 2: Diagram of experimental equipment.

When charging was completed, a single pulsed discharge rock fragmenting experiment was carried out. After the discharge, the electrodes were removed and the water in the borehole was emptied. The cracks on the specimen surface were observed by a B008 handheld electronic microscope which has a 500x magnification, and the ultrasonic flaw detector then detected internal cracks in the specimen after the discharge.

4. Experimental Data Analysis

4.1. Morphology Analysis of Surface Cracks

Two groups (α and β) of single HVPD rock fragmenting experiments were carried out on four concrete specimens. The surface cracks forms are shown in Figure 3.

Figure 3: Photos of the surface cracks forms α and β group.

The surface crack morphologies of the two samples were clearly different. There were more than three long penetrating cracks and several short nonpenetrating cracks in the β group, with the long cracks apparently undergoing bifurcation. However, there were only two long penetrating cracks and no short nonpenetrating cracks in the α group, with no bifurcation of the long cracks.

4.2. The Ultrasonic Flaw Detection Analysis

In practical application, the more commonly used method of detecting internal cracks of a concrete specimen is to test the velocity variation of ultrasonic sound waves and use the velocity variation to indirectly represent the degree of rock damage.

The internal damage of the two groups of concrete specimens was significantly different (Figure 4). The long penetrating crack in the α group can be clearly observed (in the plane), and the damage factor slightly increased near the detonation point. With this type of damage, there was basically no serious damage in the inner concrete specimens when the surface of the corresponding area had no cracks. Whether in the plane or plane, the damage shown by ultrasonic flaw detection in the β group was significantly greater than that in the α group, and a larger damage area was located near the detonation point area in the β group compared to the α group.

Figure 4: Distribution diagrams of damage factor in concrete specimens of groups α and β.

Overall, β group’s rock fracturing was significantly greater than that of the α group. When was higher, the WSW was able to more effectively fracture the cement sample. When the discharge energy () was invariant, it is unknown if the fracturing effect would continue to strengthen if we continued to improve the discharge voltage, as these experiments were limited by the capability of discharge experiment. Therefore, numerical simulation was used to study the effects of increased discharge voltage on rock fracturing.

5. Numerical Simulations

5.1. Establishment of a Discrete Element Model with Particle Flow Code (PFC)

Before the Particle Flow Code (PFC) fracturing model was established, a standard specimen model was established using two-dimensional PFC (PFC2D). The uniaxial tensile strength (UTS) test and the uniaxial compressive strength (UCS) test were used select and verify the particle parameters in PFC2D. The final particle parameters are shown in Table 2. With those particle parameters, the standard specimen model’s uniaxial tensile strength was 0.9 MPa and the uniaxial compressive strength was 11 MPa.

Table 2: Particle parameters of PFC fracturing model (SI units).

The WSWs was caused by the HVPD impact on the borehole wall directly as a form of pressure pulse. It was assumed that the expansion process of the plasma channel was spherical. To reduce the amount of calculation, the PFC fracturing model was simplified as two-dimensional plane model (Figure 5). Several unbonded particles were close to the borehole wall and were uniformly distributed as annular. These particles were used to simulate the WSWs’ impact on the borehole wall. Seven gauge balls (numbers 1–7) were uniformly spaced between the hole wall and the model edge.

Figure 5: PFC fracturing model.

The experience formula for computing the energy of WSW is as follows [17]: where is the energy of WSW in J, is the wavefront area in m2, is the density of water in kg/m3, is the velocity of WSW in m/s, and is the pressure of WSW in Pa.

Nine groups of homenergic WSWs (HWSWs) pressure time interval curves were built according to formula (2) (Table 3). A part of those HWSWs pressure time interval curves is shown in Figure 6. Those nine groups of HWSWs had the same impact energy (35.6 J), and those nine groups of HWSWs were placed into those unbonded particles. The model ran 1400 steps and each step length was 6.59723 × 10−7 s.

Table 3: Characteristics of nine groups HWSWs.
Figure 6: A part of HWSWs pressure time interval curves.
5.2. Crack Propagation under Single-Impact of HWSW

When the dynamic impact load was applied to the borehole wall, it provoked the corresponding stress wave in the PFC fracturing model (Figure 7). Cracks propagation of each group is shown in Figure 8.

Figure 7: Transmission of stress waves.
Figure 8: Crack propagation under a single-impact.

The influence and propagation of cracks caused by the nine HWSWs groups were different (Figure 8). There were only three long cracks and no microcracks under the single-impact of group I (: 3 MPa). This is relatively similar to static hydraulic fracturing. With the increase of and decrease of TDPP, the number of long cracks increased and several microcracks appeared around the borehole. The variation from group I to III was consistent with the experimental results (group α to β). Due to the lower and longer TDPP, there were only two long cracks and almost no microcracks in group α, and the damage surrounding the borehole was lower. This is similar to the fracturing of group I (three long cracks and no microcracks). With higher and shorter TDPP in group β, there were more than three long penetrating cracks and several short nonpenetrating cracks that appeared, and the long cracks that appeared underwent bifurcations. The damage around the borehole was larger than group α. This is similar to the fracturing of groups II and III. Under the single-impact of group III (: 10 MPa), both long and microcracks were well developed, and the rock specimens had optimal fracturing. However, with increasing further, the amount and length of the long cracks started to decrease. In groups IV–IX (: 15–40 MPa), the shape of the cracks was almost identical. No long cracks appeared and the distribution of microcracks became more and more concentrated around the borehole. Furthermore, as the peak pressure increased from 3 MPa to 40 MPa, rock fracturing augmented and then diminished slowly under a single-impact (Figure 9).

Figure 9: Number of fractured Force-Chains between two particles in PFC fracturing models under a single-impact for each of the nine groups (variable peak pressure).

As the peak pressure increased from 3 MPa to 10 MPa (groups I to III), the vibration velocities at different distances were also enhanced (Figure 10). However, when the peak pressure increased from 20 MPa to 40 MPa (V to IX), the vibration velocity at different distances decreased. Within 75 mm, the vibration velocity of group III with a single-impact was smaller than that of groups IV~IX. However, when the distance exceeded 175 mm, group III had the largest vibration velocity. Namely, the stress wave in the PFC fracturing model caused by group III’s single-impact had both strong vibrational velocity (compared with groups I and II) and weak vibration attenuation (compared with groups IV through IX), causing group III to have the optimal rock fracturing capability.

Figure 10: The vibration velocity attenuation curves under a single-impact from the PFC fracturing models at variable distances from the center of the borehole for each of the nine used peak pressures.

In conclusion, according to the impact energy (35.6 J) and the physical and mechanical properties of the PFC fracturing models in this article, the optimization waveform should have similar characteristics to group III. If the impact energy of the WSW could not continue to improve, it is feasible and necessary to achieve a better fracturing and disturbance effect by optimizing the WSW waveform. For methane gas typically enriched in a reservoir in an adsorbed state, the better fracturing and disturbance effect could produce more methane gas migration channels and promote methane gas desorption. The optimization of the WSW waveform is mainly achieved by adjusting capacity and discharge voltage, and the above study provides a design basis for pulse discharge equipment for engineering application.

5.3. Crack Propagation under Repeated-Impacts of HWSWs
5.3.1. Crack Propagation under Repeated-Impacts of HWSWs with the Same Characteristics

Compared to the explosive impacts, the obvious advantage of impacts caused by HVPD is their repeatability within a short period of time. In order to study the fracturing effects of the repeated-impacts of HWSWs with same characteristics, three groups of pressure curves were chosen from the above model (, , and ). Each group of those pressure curves was composed of times single-impact by the same corresponding HWSWs. These three groups were chosen because these three groups can achieve fracturing effects with more distinct characteristics.

The PFC fracturing models were impacted repeatedly until there were no further fractured Force-Chains appearing in the simulation. The long cracks of and extended further when compared with their single-impact counterpart from the previous section (groups I and III) (Figure 11). The repeated-impacts of the group, on the other hand, just increased the density of microcracks around the borehole wall and were almost no help for increasing crack propagation. On the whole, the characteristics of fracturing by groups , , and were basically the same as those by I, III, and IX. Repeated-impacts of HWSWs with same characteristics can strengthen the fracturing effect of a single-impact with a corresponding HWSW. When the number of impacts reached a certain number ( group: 7 times, group: 15 times, and group: 15 times), the cracks did not continue to expand (Figure 12).

Figure 11: Crack propagation under repeated-impacts of HWSWs with same characteristics.
Figure 12: Growth curves of fractured Force-Chains under repeated-impacts of HWSWs.
5.3.2. Crack Propagation under Repeated-Impacts of HWSWs with Different Characteristics

Four groups of pressure curves were selected from the initial numerical simulation to study the effects of different characteristics of HWSW on crack propagation within a sample (groups I7III15IX15, IX15III15I7, and ) (Figure 13).

Figure 13: Four groups of pressure curves.

The final number of fractured Force-Chains (Figure 14) and crack propagation under four groups of repeated-impacts (Figure 15) was just slightly different. There were limits to the crack propagation in these four groups of repeated-impacts. This suggested that there is almost no relationship between the final fracturing effect and the sequence of repeated-impacts. As long as the characteristics and impact times of repeated-impact were certain, no matter the sequence of these repeated-impacts, their final fracturing effects were almost the same.

Figure 14: Growth curves of fractured Force-Chains under repeated-impacts of HWSWs with different characteristics.
Figure 15: Crack propagation under four groups’ repeated-impacts of HWSWs with different characteristics.
5.4. Crack Propagation under a Single-Impact of HWSW with in the Initial Crack

Because oil and gas well fracturing is generally performed in shafts which are hundreds of meters deep, the water in the shaft must contain certain hydrostatic pressure () when HVPD is implemented. Therefore, the PFC fracturing model with an initial crack in it was established. The distribution of the initial crack was horizontal and the length of it was 100 mm. The maximum in the initial crack was 0.5 MPa (if  MPa, initial crack would continue to expand under the effect of without any impact).

Under a single-impact in groups I and III, the greater the in the initial crack, the stronger effect on the initial crack extension (Figure 16). With the aid of , the HWSWs can achieve a wider range of fracturing. In addition, under the single-impact of group III, with an increase in , microcrack formation around the end of the initial crack (the end near the borehole wall) was inhibited. This would have a positive effect for maintaining the integrity of the borehole wall. However, under the single-impact of group IX (: 40 MPa), in the initial crack was almost no help for the propagation of the cracks and there was no inhibiting effect on microcrack formation around the borehole wall.

Figure 16: Crack propagation under single-impact with in initial crack for groups I, III, and IX.

6. Conclusions

In this paper, using a combination of experiments and numerical simulation, we studied the dynamic response and characteristics of rock fracturing under a single-impact and repeated-impacts of HWSWs. In addition, with different hydrostatic pressures affecting the initial crack, we also studied initial crack propagation under a single-impact. The following can be concluded from this work:

(1) The characteristics of rock fracturing and vibration were different under single-impact HWSW (impact energy = 35.6 J) with variable peak pressures. The characteristics of fracturing by the HWSW with a peak pressure () of 3 MPa (group I) tended to be static hydraulic fracturing: only three long cracks were well developed and there were no microcracks. With an increase in and decrease of TDPP, the number of both long cracks and microcracks increased (groups II, III). This is consistent with experimental results. However, when of HWSWs were greater than 15 MPa (groups IV–IX), the amount and length of the long cracks had started to decrease, and the range of crack propagation was gradually concentrated to the center of the borehole. Under the single-impact of HWSW, there appears to be an optimal HWSW waveform (groups III), which can achieve the best fracturing effect in a rock mass.

(2) Under the repeated-impacts of HWSWs with same characteristics, the characteristics of fracturing were basically identical to those by a single-impact. Repeated-impacts by HWSWs with same characteristics can strengthen the fracturing effect of a single-impact by corresponding HWSW. Under the repeated-impacts of HWSWs with different characteristics, there was almost no relationship between the fracturing effects and the sequence of repeated-impacts. As long as the characteristics and number of repeated-impact were definite, the final fracturing effects were basically definite. Under the repeated-impacts of HWSWs, regardless of whether the characteristics of those HWSWs were identical or not, there were limits to crack propagation when the impact times reached a particular number.

(3) Under a single-impact of HWSW with low (groups I and III), the initial crack would have better propagation along with an increase in . Furthermore, microcrack formation near the borehole wall was inhibited (group III). However, when of HWSW as too high (group IX), was almost no help for increasing crack propagation and had no inhibition effect on microcrack formation.

Additionally, with respect to the hydrostatic numerical simulations in Section 5.4, with different affecting the rock, the PFC fracturing model was not adequate to fully understand the fracturing characteristics of a rock sample under repeated-impacts of HWSWs. In the process of rock fracturing by repeated-impacts, in cracks can transmit the impact force to the crack tips very well and also effectively prop the fracture. This would greatly promote crack propagation in the PFC model. Besides, when the impact force was transmitted to the crack tips by , the sequence of repeated-impacts by different HWSW would have an effect on the final fracturing. Therefore, a fluid-solid coupling dynamic model which conforms to the actual fracturing process needs to be created to accurately perform further research.

Conflicts of Interest

The authors declare that they have no conflicts of interest.

Acknowledgments

Financial support for this work was provided by the Natural Science Foundation of China in 2016 (no. 51504220) and the Natural Science Foundation of Shanxi Province in 2017 (no. 201701D121132). The authors would like also to thank the Institute of Coal Mining Technology and North University of China for donating the experimental equipment and giving technical support.

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