Experimental Investigation on Influencing Factors of Rock Fragmentation Induced by Carbon Dioxide Phase Transition Fracturing

Carbon dioxide phase transition fracturing is a novel physical blasting technique, which is gradually used in mining and underground space engineering. (e improvement of its rock breaking efficiency is the key concern in the application. In this paper, field experiments of CO2 phase transition fracturing were conducted. Based on the strain monitoring and fracturing crater volume measuring, the variation of CO2 filling amount and shear sheet thickness on rock fragmentation of CO2 phase transition fracturing was investigated.(e experimental results indicated that the fracturing crater is shaped as an elliptical cone that is longer in the jet direction and shorter in the vertical jet direction. With the increase of the CO2 filling amount, the excavated crater volume gradually increases, but the growth rate gradually decreases. (e powder factor is constant within a certain charge amount, and after exceeding this charge amount, the powder factor of CO2 increases significantly. As the shear sheet thickness increases, although the consultant peak stress gradually increases, its growth rate is still unchanged. (e crater volume and its growth rate gradually increase in the same situation. Moreover, with the shear sheet thickness increase, the CO2 powder factor decreases continuously, and the decline rate remains unchanged.


Introduction
Due to the harmful effects like blasting seismic waves, noise, flying rocks, and harmful gases, the use of explosives in inflammable and combustible, sensitive areas is limited [1,2]. erefore, there is an urgent need for a safe, environmentally friendly, and efficient nonexplosive rock breaking method. As a new type of physical rock breaking technology, CO 2 phase transition fracturing breaks the rock mass by the expansion energy of CO 2 liquid-gas phase transition. e whole fracturing process is nonsparking, and the phase transition product is a flame-retardant harmless gas [3,4]. In general, its safety and environmental protection are far better than blasting, and this technique has a broad application prospect as an alternative technology for blasting.
In 1914, the British company Cardox developed a system for the permeability and recovery of low-breathing and high-gas coal seams, reducing coal dust and reducing the gas explosion risk. And it is called the Cardox tube system. Shortly hereafter, Cardox tube system was widely used for coal mining in the United States, Germany, Britain, France, and other countries. Due to the rapid development of coal mining technology and mechanized production of coal mines, coal mines gradually stopped using the Cardox tube system. In recent years, CO 2 phase transition fracturing has been widely used in the field of rock excavation due to its multiple advantages [5], such as pile-well excavation [6], gas drainage [7][8][9], coal roadway excavation [10,11], and coal mining face mining [12].
Rock fragmentation is essential for evaluating a new rock excavation method.
rough the tests in Bulawayo gold mine, Singh [13] confirmed that the combined detonation effect of two CO 2 fracturing pipes was the same as that of five boreholes filled with explosives, indicating that this technique was a good rock breaking method. Some scholars have also explored the rock fragmentation with different initial parameters. Zhan [14] investigated the influence of different CO 2 filling amounts on the effective damage range in coal through numerical simulation, indicating that damage radius and depth are positively correlated with the filling amount. Zhang et al. [15,16] carried out the fracturing tests on the concrete block, established the peridynamics model to study the evolution of cracks, and indicated that gas impact and gas wedge are both important to rock fragmentation, and the direction of crack propagation was perpendicular to that of carbon dioxide release. Zhou et al. [4] got a similar conclusion with them through the field test and numerical simulation and indicated that the fracturing crack propagation speed decreased with time. Tao et al. [17] compared the rock breaking mechanism between the carbon dioxide phase transition fracturing and blasting and drew the conclusion that there are no crushing zones after CO 2 phase transition fracturing; thus, the explosive energy utilization rate is correspondingly improved. Tian [18] investigated the influence of confining pressure on the number and shape of cracks and pointed out that the number of cracks produced by CO 2 phase transition fracturing is more than that of hydraulic fracturing.
Previous studies on the influencing factors of rock fragmentation for CO 2 phase transition fracturing almost carried out on the rock mass with good quality, complete concrete block and soil, the crack evolution process were investigated. e rock fragmentation characteristics of fractured rock masses which are induced by CO 2 phase transition fracturing are not yet clear. Moreover, there are few studies on the influence of initial parameters of fracturing on rock fragmentation characteristics. rough the in situ tests, this paper investigates the influence of CO 2 filling amount and shear sheet thickness for rock fragmentation on fractured mudstone, with dynamic strain monitoring and crater volume measurement. e test results may provide the reference for drill hole design on fractured rock masses.

Principle of CO 2 Phase Transition-Induced
Rock Fragmentation CO 2 phase transition fracturing pipe consists of a detonator, a heating tube, a liquid storage pipe, a gasket, a shear sheet, and an energy drain head. When we conduct the CO 2 fracturing, we should first fill the liquid carbon dioxide into the liquid storage pipe, and then the filled CO 2 fracturing pipe is inserted into the predrilled hole with signal line reserved and the hole sealed. en, the heating tube will be energized by current and immediately release a lot of heat in a short time. While the liquid carbon dioxide absorbs heat and transfers to the supercritical state, the pressure in the storage pipe is continually rising. When the inner pressure of the storage pipe exceeds the shear sheet strength, the shear sheet is broken. Supercritical carbon dioxide quickly transfers to high-pressure gas and releases from the outlet of the energy drain head. At the same time, the high-pressure gas instantly brings the strong destructive force; the surrounding rock in the jet direction is firstly be compressed under the shock stress, resulting in a certain number of cracks. en, the high-pressure gas enters the impact cracks; these cracks propagate forward again under the highpressure gas wedge [18,19]. During this process, the thickness of shear sheet determines the peak compressive stress; the filling amount of carbon dioxide determines the total amount of high-pressure gas and the duration of the gas wedge, both of which have a decisive influence on rock fragments. e rock breaking process for the CO 2 phase transition fracturing is shown in Figure 1.
Nowadays, when describing the power of CO 2 phase transition fracturing, the CO 2 phase transition fracturing is often equivalent to the pressure vessel explosion. When we calculate the physical explosion energy of pressure vessels, the explosion energy calculation method of liquefied gas and high-temperature saturated water container and the explosion energy calculation method of high-pressure gas and saturated water vapor container are widely used. e former method is mainly used to describe superheated liquid, and liquid carbon dioxide is not a superheated liquid; thus, this method is not suitable for this fracturing technique. In contrast, the existence state of carbon dioxide in the liquid storage pipe and the explosion trigger conditions are consistent with the explosion energy calculation method of high-pressure gas and saturated water vapor container, so this method is the most widely recognized. e corresponding equation of this method is given by where E g is the total explosive energy of the carbon dioxide, kJ; p is the maximum inner pressure of fracturing pipe, MPa; V is the effective volume for the storage pipe, m 3 ; and K is the adiabatic index of carbon dioxide, taken as 1.295.

Effect of Carbon Dioxide Filling Amount on Rock Fragments
3.1. Field Test. Strong-to-medium weathered mudstone with basic quality grade V was chosen as fracturing medium in this experiment; its uniaxial compressive strength was less than 10 MPa, belonging to extremely soft rock. To investigate the effect of carbon dioxide filling amount on rock fragments, five kinds of fracturing pipes with different capacities were chosen, as is shown in Figure 2(a). During the process of liquid carbon dioxide filling, when the inner pressure in the fracturing pipe reaches a preset value, the filling machine could not press liquid carbon dioxide into the fracturing pipe. At that time, we should remove the fracturing pipe from the filling shelf and measure the mass of filled carbon dioxide. e filling equipment of CO 2 fracturing pipe and the platform scale for weighting the fracturing pipe before and after the filling are shown in Figures 2(b) and 2(c).
After drilling, the filled fracturing pipes were put into the drill hole, and medium-coarse sand and small pieces of gravel were chosen as stemming materials to prevent the pipe from flying. Despite the fact that the drill hole was stemmed, we also connected the steel strand to the lifting head for double protection of the fracturing pipe. e heating tube is then connected, the fuse is led to a safe range, and five fracturing pipes of different filling amounts were detonated in sequence.
Moreover, since too little carbon dioxide mass and too thick the shear sheet may cause the fracturing pipe to fail to detonate, a test fracturing with 460 g carbon dioxide and 3.5 mm shear sheet was carried out before the formal tests to explore whether the fracturing pipe in this situation can be detonated. e results showed that the 3.5 mm shear sheet could be destroyed even with the smallest capacity fracturing pipe. erefore, the CO 2 filling amounts in these tests were 460 g, 585 g, 760 g, 870 g, and 960 g, respectively. Furthermore, among all the tests, the shear sheet thickness was 3.5 mm, and the drill hole depth and diameter were 900 mm and 115 mm, respectively.

Test Results.
After the fracturing pipe was detonated, a large amount of fog remained in the fracturing crater, which is due to the vaporization and heat absorption of liquid carbon dioxide, leading to a decrease in the surrounding temperature and the condensation of water vapor in the air into small water droplets and the formation of fog. Moreover, the morphology for CO 2 phase transition crater is significantly different from blasting, and the crater shape is longer in jet direction. e reason is that the high-pressure carbon dioxide can only be released from two symmetrical release holes due to the special structure for fracturing pipe, resulting in a Mohaupt effect in the jet direction. e load in the jet direction is much higher than that of other directions; the surrounding rock in this direction is firstly damaged induced the dynamic stress, resulting in a large number of initial cracks. en, the high-pressure CO 2 expands into the initial cracks, leading them to continue to propagate. Since the borehole in jet direction firstly undergoes the jet, the corresponding axis length for CO 2 phase transition crater was longer, as is shown in Figure 3. By contrast, the blasting crater follows the Livingston blasting crater principle, and because the blasting energy is released in every direction, there are all the circular craters; the surrounding rocks in all directions get the same degree of fragmentation.
To quantitatively analyse the influence of different CO 2 filling amounts on rock fragments, the plane perpendicular to the axis of the drill hole was chosen as the reference plane. e debris in the fracturing crater was cleaned up; the distance between the contour of the crater and the reference plane is measured on a 100 mm × 100 mm grid to find out the crater depth at each measuring point. e area S i of each cross section of fracturing crater was calculated through the Simpson equation, and the crater volume V was obtained by the prism volume formula: where S i is the area of the crater cross section, m 2 ; B is the horizontal distance between two adjacent measured points, B � 0.1 m; and Y i is the fracturing crater depth of measuring point i, m. After cleaning up the broken rocks in the fracturing crater, the boundary of the fracturing crater was determined. Since the CO 2 phase transition fracturing crater is elliptical, taking the drill hole as the center, the crater diameter is measured at 45°intervals. e length of the long axis and the short axis of the ellipse were counted, as Figure 4 shows.
From Figure 4, it can be seen that as the CO 2 filling amount increases, the long axis length of the fracturing crater gradually increases, but the short axis length first increases and then decreases. With the CO 2 filling amount increasing, the crater volume gradually grew; the CO 2 powder factor remained unchanged within a certain filling amount, beyond which it increases significantly, as shown in Figure 5. When the CO 2 filling amount increases from 460 g to 970 g, even if the growth rate of crater volume slows down, its value gradually increases. It can also be found that after the CO 2 filling amount exceeds a certain value, its influence on the crater volume growth becomes smaller but becomes significantly larger on the powder factor. e reason for that is that the CO 2 filling amount is not the only factor that affects the crater volume; the shear sheet thickness limits the peak pressure in CO 2 phase transition fracturing and also controls the rock fragmentation. While the peak pressure is constant, if only the CO 2 filling amount increases, there is a clear threshold for fracturing crater volume. When the crater volume reaches the threshold value, it is meaningless to further increase the filling amount, which will only increase the cost of construction and reduce the economic efficiency. To better improve the energy utilization ratio of rock fragmentation, it is necessary to further explore the influence of shear sheet thickness on rock fragmentation.

Field Test.
It is acknowledged that the shear sheet is the most important component to influence the peak shock force. When the absolute pressure in fracturing pipe exceeds the shear sheet strength, high-pressure carbon dioxide gas will be ejected through the energy drain head [20]. e thickness of the shear sheet is the determining factor in determining its failure pressure, and it is generally accepted that the thicker the shear sheet, the higher the corresponding failure pressure. To control the thickness as a single variable, all shear sheets were made by Q235a steel in these tests. Shear sheets with thicknesses of 1.5 mm, 2.0 mm, 2.5 mm, 3.0 mm, and 3.5 mm were selected; a fracturing pipe with the length of 900 mm was used. e CO 2 filling amount for the five tests is 755 g, 760 g, 760 g, 755 g, and 750 g, respectively.
Although there was some variation in the amount of CO 2 filled between the different pipes, this variation was within a negligible margin of error.
Different from the previous tests, since the shear sheet greatly affected the peak stress in the rock mass, the strain test was added. Considering that the higher impact appears in the jet direction, all the self-made strain testing devices were installed at a distance of 2 m from the drill hole in the jet direction. e strain signals at the monitoring points are collected using dynamic strain testing apparatus DH5960. e schematic sketch of strain measuring test design was shown in Figure 6; the procedure for preparing and installing self-made strain testing devices is as follows: (1) Prepare several plain bars and iron sheets and weld three iron sheets X, Y, and Z at the underside of the plain bar. ree iron sheets are perpendicular to each other; the sheet Z has a long side in the same direction as the long axis of the plain bar. (2) Make the gypsum strain block, pour the stirred quick-setting gypsum into the strip mold, take it out after the gypsum solidifies, and polish the block surface to make it smooth enough. (3) Before attaching the strain gauges to the strain block, the resistance of strain gauges shall be measured; then the epoxy resin shall be used to attach the strain gauges for ensuring that the strain gauge is firmly bonded with strain block and the adhesive layer is uniform en, paste the gypsum strain block on each iron sheet.. (4) Connect the strain gauges to the wires via terminals, and number the wires. Since the insulation resistance and bonding strength of the strain gauge will be reduced when it is affected with damp, add painted gypsum as a protective layer in the surface of strain gauges. Moreover, the above treatment can avoid damage caused by friction with the drill hole when the strain testing device is installed. (5) Bury the strain testing device in the predrilled measuring hole, and ensure that the strain gauges are at the same depth as the gas outlet of the fracturing pipe and the X sheet is pointing towards the fracturing pipe; then stem the drill hole with quicksetting gypsum.
As shown in Figure 7, when we started to conduct CO 2 phase transition fracturing, the self-made strain testing device was first installed as described above, and then the fracturing pipe was buried. It should be noted that the direction of the line connecting the two symmetrical gas outlets should be in the same line with the long axis of X sheet when installing the fracturing pipe.

Peak Stress with Different Shear Sheet
icknesses. During these tests, DH5960 super dynamic signal test system was used to record the micro strain. e DH5960 super dynamic signal test system, with 20 MHz maximum transient sampling rate and 1 MHz frequency response, is designed for impact and blasting test. Moreover, Gigabit Ethernet switch is adopted to expand; only one computer can also realize unlimited multichannel super dynamic signal parallel synchronous testing and analysis. To meet the dynamics requirements of strain measurement, in these tests, we set a measuring frequency of 20000 Hz. Since the strain real-time curve in the field experiment can be interfered by a series of field factors such as electromagnetic, the WNOISE function was utilized to denoise field strain data to get more realistic strain signals. is method processes wavelet decomposition coefficient to separate signal and noise with the help of different characteristics of signal and noise in wavelet transform. ese electric resistance strain gauges only measured the strain in a certain direction at the measuring point. To obtain   Shock and Vibration the peak dynamic stress, the strain value obtained needs to be converted [21][22][23]. Since the monitoring point was in a state of three-dimensional stress state, three perpendicular strain gauges were pasted along with the three principal stress directions. Assuming that the principal strain in the radial, tangential, and vertical directions of the measuring point is ε x , ε y , and ε z , respectively, according to the generalized Hooke's law, the corresponding principal stresses σ x ,   Figure 6: Schematic sketch of the strain measuring test design. 6 Shock and Vibration σ y , and σ z of radial, tangential, and vertical direction are as follows: where θ is the volumetric strain, θ � ε x + ε y + ε y , E is the dynamic modulus of elasticity, and v is the dynamic Poisson's ratio.
To investigate the relationship between the shear sheet thickness and the peak stress, the peak strains of five tests were recorded; then the peak strain in each test is converted to peak stress by equation (3), as shown in Figure 8.
From Figure 8, it can be seen that when the shear sheet thickness is the same, the peak stress in the vertical direction (Z-direction) of the measuring point is the largest, and the peak stress in the radial (X-direction) and tangential (Ydirection) directions does not differ much, indicating that the dominant stress direction is the vertical direction. As the shear sheet thickness increases, the resultant stress also grows continuously. When the shear sheet thickness varies from 1.5 mm to 3.5 mm, the resultant stress increases by 1.371 MPa. It can be seen that the peak stress increases with   the growth of the shear sheet strength, and its growth rate is unchanged. e measured peak stress can reflect the peak stress of the drill hole wall in the direction of the air outlet of the fracturing. It is indicated that the thicker the shear sheet, the larger the peak stress.

Crater Volume with Different Shear Sheet icknesses.
e previous measuring method for crater volume and crater morphology was utilized in the tests with variable shear sheet thickness. Furthermore, the CO 2 powder factors were obtained by these five tests. e results are shown in Figures 9 and 10.
It can be seen that as the shear sheet thickness increases, the crater volume and long axis length of the fracturing crater gradually increase, the CO 2 powder factor decreases, while the length of the short axis first grows and then declines. Moreover, when the CO 2 filling amount is equivalent in these five tests, the peak stress in the jet direction gradually increases with the shear sheet thickness increases, resulting in the growth of the effective damage range of the rock mass.
When the shear sheet thickness varies from 1.5 mm to 2.5 mm, the crater volume increases by 0.059 m 3 and the powder factor decreases by 1.19 kg/m 3 . As the shear sheet thickness is changed from 2.5 mm to 3.5 mm, the crater volume increases by 0.132 m 3 , and the powder factor decreases by 1.30 kg/m 3 . It is indicated that with the increase of shear sheet thickness, the growth rate of crater volume increases, but the decline rate of powder factor remains unchanged.
Comparing the test results for different CO 2 filling amount levels and different shear sheet thickness, it can be seen that the crater volume changes with variable CO 2 filling are smaller than the crater volume with variable shear sheet thicknesses. Moreover, a conclusion can be drawn from the evaluation indicators, such as powder factor and crater radius, that the effect of shear sheet thickness on the rock fragments is obviously larger than the amount of liquid carbon dioxide.

Conclusions
In this paper, the fracturing craters volume were counted, and the effects of CO 2 filling amount and shear sheet thickness on rock fragments were investigated through the in situ rock breaking test. Moreover, the dynamic strain test under the impact of CO 2 phase transition fracturing was carried out. e following conclusions are obtained: (1) e fracturing crater of CO 2 phase transition fracturing is significantly different from the blasting and is longer in the jet direction and shorter in the vertical jet direction. It is shaped like an ellipsoidal cone. (2) As the CO 2 filling amount increases, the crater volume gradually increases, and its growth rate gradually decreases. e powder factor of CO 2 remains constant within a certain CO 2 filling amount and increases significantly beyond that value. e length of the long axis of the crater gradually increases with the increasing CO 2 filling amounts, but the length of the short axis first grows and then decreases.
(3) When the shear sheet thickness increases, the corresponding resultant stress grows, but the grow slope is constant. Even if the powder factor decreases, the value of crater volume and its growth rate continually increase with the growing shear sheet thickness. e change pattern of long and short axis length in variable shear sheet thickness is the same as that in variable CO 2 filling amounts. Overall, shear sheet thickness has a greater effect on rock fragmentation than CO 2 filling amount.    Shock and Vibration Although the change characteristics of the strains we measured are consistent with the existing understanding, it should be noted that the above conclusions were obtained by a limited number of tests. To get a more universal statistical law, more tests in different fractured rock masses need to be carried out in the future. e influence of rock properties and confining pressures on rock fragmentations should be further explored in fractured rock masses, which is significant for rock excavation in deep rock engineering.

Data Availability
e data used to support the findings of this study are included within the article.

Conflicts of Interest
e authors declare that there are no conflicts of interest regarding the publication of this study.