Determining the Height of Water-Flowing Fractured Zone in Bedrock-Soil Layer in a Jurassic Coalfield in Northern Shaanxi, China

China Coal Energy Research Institute Co., Ltd., Xi’an, Shaanxi, China Innovation Team of “Mining Geology” for Sanqin Scholar, Xi’an, Shaanxi, China Shaanxi Coal and Chemical Technology Institute Co., Ltd., Xi’an, Shaanxi, China Department of Geology and Environment Engineering, Xi’an University of Science and Technology, Xi’an, Shaanxi, China Xi’an Research Institute of China Coal Technology & Engineering Group Corp, Xi’an, Shaanxi, China


Introduction
China ranks third in the world in terms of its reserve of coal resources. e Jurassic coalfield in northern Shaanxi is the seventh largest coalfield in China. Northern Shaanxi coal production base is one of the fourteen billion-ton coal production bases with high coal seam occurrence condition and excellent coal quality, which is planned and constructed in China. However, the ecological environment is fragile, because the aquifer Salawusu Formation aquifer is overlying the coal seam that is not only the chief water supply source in the region but also the main water source used to maintain the fragile ecological environment in the desert region [1][2][3]. e water-flowing fracture in coal seam mining is easy to communicate with this aquifer, resulting in mine water disaster accidents, leading to the decline of groundwater level and the degradation of supergene ecology.
It is very important to determine the height of the waterflowing fractured zone because it concerns the coordination and balance between coal mining, water resources protection, and mine safety. e theoretical analysis, empirical formulas, physical and numerical simulations, field measurement, and other methods have been used to research the water-flowing fracture and obtained a great deal of encouraging results. e "key layer theory" proposed by Qian et al. [4] is the most widely used theoretical analysis method for calculating the water-flowing fractured zone [5]. Mathematical statistics is predominantly used to study the development height of a water-flowing fractured zone and compare the applicability with construction, water body, railway and main roadway coal pillar retention, and coal pressure mining rules [6][7][8]. Wang et al. [9] and Zhao et al. [10,11] determined the height of the water-flowing fractured zone by examining the relationship between the waterflowing fractured zone and the coal mining parameters, which has laid the foundation of water-retaining coal mining. Underground mine water injection leakage measuring method with overhead borehole, transient electromagnetic method, drilling TV, and numerical simulation were previously applied to investigate the height of the water-flowing fractured zone in the roof above that was fully mechanized one passing full seam mining face [12,13]. Yang and Teng [14] observed the borehole flushing fluid consumption and determined the maximum height of the water fractured zone by three boreholes of 6206 working face in Wangzhuang coal mine. Based on the physical simulation method, the law of the cracked zones in the overburden strata of the Western mining area was also revealed by Huang et al. [15][16][17] and Cao et al. [18]. In recent years, the microseismic monitoring technique has been increasingly applied to examine the heights of water-flowing fractured zones [19,20].
However, due to the existence of a thick loess layer in the ecologically fragile area of northern Shaanxi, the following difficulties were faced in determining the height of the waterflowing fractured zone. First, theoretical analysis, empirical formula, physical simulation, numerical simulation, and other methods are used to obtain the height of the waterflowing fractured zone indirectly, but the accuracy is low. Second, the observation method of borehole flushing fluid consumption is widely used in field measurements. However, due to the water insulation effect of the flushing fluid mixed with loess and the insignificant change of the flushing fluid leakage, no accurate determination of the height of the water-flowing fractured zone is possible. ird, the detection of the drilling TV method has good applicability in field measurements in bedrock. In loess, since the water-flowing fracture is filled by loess itself during drilling, it is difficult to directly and clearly observe the fracture, and the height of the water-flowing fractured zone cannot be determined. Currently, the borehole flushing fluid consumption observation method is the most direct, accurate, and widely applied method for the development height of water-flowing fractured zone in the bedrock, but its disadvantage is its great time consumption. Another detection technology utilized to compare and verify the detection result obtained by the observation method of borehole flushing fluid consumption can increase the reliability of the final result. erefore, in this paper, the microresistivity scanning imaging technology was employed to elucidate the development law of the waterflowing fracture in the soil layer of this area. e apparent density logging and long-range gamma logging are used to detect the development height of the water-flowing fracture zone in the bedrock. Auxiliary physical simulation and numerical simulation, as well as a comprehensive study of the water-flowing fractured zone, were carried out to fill the gaps in research on determining the height of the waterflowing fractured zone in the soil layer. e methods to identify the height of the water-flowing fractured zones in different types of bedrock-soil layers were extended, and the research results concerning the development law of waterflowing fractured zone were further improved.

General Geological Parameters of the
Study Area e northern Shaanxi coal production base lies in the semiarid areas at the border between the Maowusu Desert and the Loess Plateau and has an annual precipitation of approximately 400 mm and evaporation of approximately 2,000 mm. In this study, we selected Zhangjiamao and Caojiatan coal mines as the research area ( Figure 1). We investigated the height of the water-flowing fractured zone in the soil layer and in the bedrock.
e Zhangjiamao coal mine is dominated by loess of the Quaternary Middle Pleistocene Lishi Formation. e general thickness is 20-30 m, whereas the maximum thickness is 90.5 m. e loess lithology is silty clay with large porosity, loose structure, and a small amount of sandy soil in the area. Vertical joints are developed, which are easy to be eroded by surface water, and thus the immersion can easily lose stability. Under the influence of water erosion, gully development in loess area, and gully slope formation, collapse often occurs, resulting in a prevalence of gully head erosion. According to the soil test data, the loess void ratio is 0.818, the plastic limit is 17.7%, the liquid limit is 29.0%, the natural water content is 5.3%, and the liquid index is 0. e soil is in a hard or hard-plastic state. e compression coefficient is within 0.04-

Determination of Water-Flowing Fractured
Zone by Physical and Numerical Simulation 3.1. Physical Simulation Study on the Height of the Water-Flowing Fractured Zone. Taking 5 − 2 coal seam mining in Zhangjiamao coal mine as an example, the 12-2 drilling columnar located in the drilling exploration area 9 of the water-flowing fractured zone was selected as the experimental prototype. Using a plane model frame, the length of the model was determined to be 3.0 m and the width was 0.2 m with a geometric similarity ratio of 1 : 120. e mining height of 5 − 2 coal seam was 4.88 m, the overlying bedrock thickness was 96.12 m, and the loess thickness was 48.16 m. Table 1 represents the material matching scheme of the model. e simulation test showed that the working face advanced to a total of 240 m, and the initial weighting step was 36 m, which can be observed in Figure 3(a). At the end of the working face mining, the height of the water-flowing fractured zone developed to the middle of the soil layer, and the height was roughly 137 m. e ratio of the water-flowing fractured zone to the mining height was approximately 28.1 (Figure 3(b)).
Caojiatan coal mine uses the 2 − 2 coal seam. e D1 drilling columnar located in the area of the exploration drilling DZ1 of the water-flowing fractured zone was selected as the experimental prototype. Using a plane model frame, we determined the length of the model, which was 3.0 m, and the width was 0.2 m, with a geometric similarity ratio 1 : 200. e mining height of the 5 − 2 coal seam was 6 m; the overlying bedrock thickness was 173.3 m, and the loess thickness was 75.9 m. Table 2 displays the material matching scheme of the model. e simulation test revealed that the working face advanced 400 m in total, and the initial weighting step was 42 m. At the end of the working face mining, the height of the water-flowing fractured zone developed to approximately 162 m. e ratio of the water-flowing fractured zone to the mining height was about 27 and did not communicate with the soil layer ( Figure 4).

Numerical Simulation Study on the Height of the Water-
Flowing Fractured Zone. A numerical simulation model with a length of 500 m and a height of 191 m was established based on the drilling histogram of the area of the Zhangjiamao coal mine, where the N15203 working face 9 was located. A 100 m boundary coal pillar was set on both sides of the model. e mining height of 5 − 2 coal seam was 5.5 m, the overlying bedrock thickness was 105 m, and soil thickness was 60 m. Table 3 lists the physical and mechanical properties of the rock coal seam overlying strata of the 5 − 2 coal seam of the model. e simulation test results showed that the initial weighting step was 55 m. After the overlying strata of 5 − 2 coal seam were stabilized, the height of the water-flowing fractured zone was approximately 160 m, and the ratio of the water-flowing fractured zone to the mining height was 29.1 m ( Figure 5). A numerical simulation model with a length of 500 m and a height of 286 m was established according to the drilling histogram of the area, where 122106 working face D1 was located in Caojiatan coal mine. A 100 m boundary coal pillar was set on both sides of the model. e mining height of the 2 − 2 coal seam was 6 m, the overlying bedrock thickness was 168 m, and the soil thickness was 90 m. Table 4 shows the physical and mechanical properties of rock coal seam overlying strata of 2 − 2 coal seam for the model. e simulation test showed that the initial weighting step was 90 m. After the overlying strata of 2 − 2 coal seam were stabilized, the height of the water-flowing fractured zone was established to be roughly 162 m, and the ratio of the waterflowing fractured zone to the mining height was 27 m ( Figure 6).

Apparent Density Logging and Long-Range
Gamma     e apparent density is expressed as apparent density � mass external actual volume + internal closed pore volume . (1) Note that the expression does not include the opening pore volume on the surface of the object.
Long-range gamma logging is a well-recognized logging method for geological engineering research, including stratigraphic lithology, mineral composition, density, porosity, and fluid migration. Its detection mechanism is based on the radiation field generated by natural or artificial gamma sources in formations and boreholes to measure and analyze the intensity and energy spectrum of the gamma line.

Results of Apparent Density Logging and Long-Range Gamma Logging for Water-Flowing Fractured Zone Detection.
Two exploration drillings and one control drilling were performed in Caojiatan coal mine, denoted as DZ1, DZ2, and D1, respectively. ey were located in 122106 goaf of the first working face (Figure 7). No. 2 − 2 coal seam with a mining thickness of 6 m was employed as the main mining coal seam. e bedrock thickness of DZ1 drilling was 175 m; of DZ2 drilling, it was 178.9 m. e working face was mined out. After the full mining of the coal seam, the water-flowing fractures in the overlying strata of the coal seam were detected.
From Figure 8, the following can be seen: (a) e apparent density of DZ1 drilling suddenly decreases at a depth of 131.39 m compared with that of D1 drilling, and there is a large sword-front anomaly in each interval below the depth of 131.39 m, indicating that there is a gap in the drilling wall leading to a sudden decrease in the apparent density.
e apparent density of DZ2 drilling suddenly becomes smaller than that of D1 drilling at a depth of 144.65 m, with a sharp sword-like anomaly at each interval below a depth of 144.65 m, indicating the presence of a gap in the hole wall, leading to the sudden decrease of the apparent density. (b) e long-range gamma of DZ1 drilling suddenly becomes larger than that of D1 drilling at a depth of 130.19 m, and there is a sword-front anomaly in each interval below the depth of 130.19 m, indicating that there is a gap in the drilling wall, resulting in the sudden enlargement of the long-range gamma. Compared with drilling D1, the long-range gamma of DZ2 drilling suddenly becomes larger at a depth of 145.54 m, and there is a sword-front anomaly in each interval below the depth of 145.54 m, indicating that there is a gap in the borehole wall, which leads to the sudden enlargement of the long-range gamma.

Detection Principle of Microresistivity Scanning Imaging
Technology. Microresistivity scanning imaging is an important drilling wall imaging method, which uses small electrodes like multirow of buttons a multipolar plate to emit current to a borehole wall stratum. When a difference exists in the rock composition, structure, and fluid contained at the electrode contact place, a change in the current occurs. is current change reflects the alteration of the rock resistivity around the drilling wall, which can display the resistivity imaging of the drilling wall. A drilling wall microresistivity scanning imaging logging tool (MCI) is used to detect fractures in the soil layer [21][22][23]. An alternating current is emitted by the polar plate body of the thruster so that the current is returned to the loop electrode of the upper part of the instrument through the loop composed of the mud column and the formation in the well. e equipotential of the thruster and the metal connection of the plate focus the current flowing from the array button in the middle of the plate perpendicular to the outer surface of the plate into the formation. e measured array spike current intensity reflects the change in the microresistivity caused by rock structure or electrochemical heterogeneity in the stratigraphic field, where the spike is opposite (Figure 9).

Microresistivity Scanning Imaging Exploration.
Two detection drillings, drilling 8 and drilling 9, were constructed in Zhangjiamao coal mine, which were located in the goaf of N15203 working face in the northern wing panel of Zhangjiamao coal mine (Figures 10 and 11). is was the    Advances in Civil Engineering e measurement section of drilling 8 was 7.5-33.0 m, and two water-flowing fractures were detected, of which two complete high-angle fractures were developed in the range 21.8-29.9 m (Figure 12). e simple hydrological observation results (Table 5) of the drilling showed that there was no water level total pump loss; it was observed to enter the water-flowing fractured zone. Based on this result, the ratio of the water-flowing fractured zone to the mining height was calculated to be 28.5. e main related characteristics are presented in Table 6. e measurement section of drilling 8 was 7.5-33.0 m, and two water-flowing fractures were detected, of which two complete high-angle fractures were developed in the range of 21.8-29.9 m (Figure 12). e simple hydrological observation results (Table 5) of the drilling showed that there was no water level total pump loss; it was observed to enter the water-flowing fractured zone. Based on this result, the ratio of the water-flowing fractured zone to the mining height was calculated to be 28.5. e main related characteristics are presented in Table 6. e measurement section of drilling 9 was 7-46 m. Here, four water-flowing fractures were detected, of which the complete high-angle fractures were developed in the range of 7.8-18.4 m ( Figure 13). Our comparison between the results obtained by microresistivity scanning imaging and simple hydrology observation of soil layer (Table 5) revealed that the water level decreases rapidly from the depth of 18.4 m, and the total pump leakage was gradually lost. e depth of 22.4 m enters the water-flowing fractured zone; the ratio of the water-flowing fractured zone to the mining height was 28.3. e data are shown in Table 7.

Comparative Analysis of Microresistivity Scanning Imaging and Other
Methods. Microresistivity scanning imaging technique detected water-flowing fractures in the soil layer at a depth of 7.8-21.8 m. Comprehensive borehole flushing fluid consumption indicated that the ratio of the water-flowing fractured zone to the mining height was 28.3-28.5. e water-conducting fractures obtained by physical simulation and numerical simulation were all developed to the soil layer, and the ratio of the waterflowing fractured zone to the mining height was within 27-29.1. According to the ratio of the water-flowing fractured zone, the physical simulation surface fracture development depth was calculated to be 7.28 m, which is consistent with the results obtained by microresistivity scanning imaging technology.

Relationship between Water-Flowing Fractured Zone
Specifics and Geotechnical Characteristics. We performed fitting of the difference between the height of the waterflowing fractured zone and the bedrock and soil thicknesses to examine the development of the water-flowing fractured zone horizon and degree, soil, or bedrock. e correlations between the parameters of the fractured zone and the geotechnical characteristics of the zone need to be analyzed. erefore, the differences between the height of the waterflowing fracture and the bedrock and soil layer thicknesses were taken as variables to conduct the bivariate correlation analysis. A significant correlation was present at the set significance level of 0.01, indicating that the two groups of variables can be subjected to correlation analysis.
Time series analysis is a statistical method for dynamic data processing.
is approach is based on the random process theory and mathematical statistics and is employed to study the statistical laws followed by random data sequences for solving practical problems. Classical statisticians assume that data sequences are independent, whereas time series analysis focuses on the interdependence of data sequences. In this paper, we subjected the two groups of data to the time series analysis method.
First of all, the soil layer data was processed; based on the change of the soil layer, 20 m was set as a section point. en, the data group was divided into seven sections, forming seven groups of continuous time series data. e data in each group of time were not unique and were clustered to select a data group that was most representative of the region. Finally, seven groups of data were formed.
Second, the seven groups of data variables were analyzed by trend analysis (Figure 10) using the exponential smoothing method. We concluded that the difference between the height of the water-flowing fractured zone and the bedrock first increased and then leveled off before declining    Advances in Civil Engineering 11 as the soil layer increases. e difference between the height of the water-flowing fractured zone and the bedrock increased within the thickness range of 0-20 m soil layer in the first sequence. In the range of 20-100 m soil layer thickness, namely, the second, third, fourth, and fifth section sequences, moderate differences were observed between the height of the water-flowing fractured zone and the bedrock. Logistic analysis showed that the inflection point of the group data appeared in the second section of the time series, namely, in the range of 20-40 m the soil layer thickness. In the soil layer thickness in the range of 100-140 m, specifically, in the sixth and seventh sequences, the difference between the height of the water-flowing fractured zone and the bedrock showed a downward trend. Figure 14 can be divided into four blocks (I, II, III, and IV) by two lines: a horizontal line marking no height difference between the water-flowing fractured zone and the bedrock and a vertical line marking the soil thickness at 20 m.

ick Bedrock and ick Soil Region (I).
Only two isolated points existed in the region, which indicated that this situation in the study area is uncommon, and the development of the height of the water-flowing fractured zone was limited, not leading to the bedrock.

ick Bedrock and in Soil Region (II).
e bedrock in the region was thick, and the height of the water-flowing fractured zone increased rapidly with the elevation of the soil layer, indicating that the key layer had not been broken at that time point. e soil layer exerted a load, and a thicker soil layer led to a greater height of the water-flowing fractured zone.

in Bedrock and in Soil Region (III).
e bedrock in the region was thin, and the water-flowing fracture height penetrated through the bedrock, while the key layer was broken. With the increase of the thickness of the soil layer, the height of the water-flowing fractured zone rose rapidly, which implied that the soil layer still exerted its load layer that accelerated the rise of the height of the water-flowing fractured zone. However, compared with region II, the rising rate decreased, showing that the soil layer had an inhibitory effect on the development of the height of the water-flowing fractured zone as compared with bedrock.

in Bedrock and ick Soil Region (IV).
e bedrock was thin in the region, and the height of the water-flowing fracture penetrated the bedrock, and the key layer was broken. e increase in the thickness of the soil layer basically did not change the height of the water-flowing fractured zone, which reveals that the rise in the height of the water-flowing fractured zone was suppressed by the soil layer. As can be seen from Figure 14, when the thickness of the soil layer was greater than 70 m, the height of the water-flowing fractured zone could not lead through the soil layer, indicating that when the thick soil layer exists, the height of the water-flowing fractured zone would not directly communicate with the overlying water on the soil layer. e fitting trend line shows that a 70 m soil layer was the boundary: the thickness of the soil layer at a depth lower than 70 m increased with the rise in the loess content, whereas the soil layer at a depth greater than 70 m decreased with the increase in the loess amount.
In summary, the development of the height of the waterflowing fractured zone was initially regulated by the thickness of the bedrock. When the bedrock was thick, the soil layer acted mainly as a load, whereas when the bedrock was thin, the soil layer exerted both load and inhibitory effect.

Study on the Relationship between the Height of the Water-Flowing Fractured Zone and Multifactor
Fitting. In this paper, multiple regression analysis was used to predict the height of the water-flowing fractured zone. Regression analysis is a method applied to establish the mathematical relationship between statistical observations, which explains the change of dependent variables by the change of independent variables. It also predicts the possible value of dependent variables by the value of independent variables [24]. Multiple regression analysis is employed to establish a prediction model by analyzing the correlation between two or more independent variables and one dependent variable. A linear relationship between independent and dependent variables is called multiple linear regression analysis. Many nonlinear regressions can be solved by multiple linear regressions, and thus the linear regression method can be used to solve nonlinear regression prediction problems.
Multivariate linear regression analysis was utilized to analyze the correlation between n independent variables and dependent variables. Its basic model is described by y � β 0 x 0 + β 1 x 1 + β 2 x 2 + · · · + β n x n + u. (2) We used the least square method to calculate the regression coefficients β 1 , β 2 , . . . , β n , β 0 , and the process is as follows:  Figure 14: Relationship between the difference between fissure zone and bedrock thickness and soil thickness. 12 Advances in Civil Engineering where x 1i , x 2i , . . ., x ni are independent variables and y i is dependent variables. e independent variables and the dependent variables are all specific known observed values. To find a pair of regression coefficients, the following formula is derived for β 0 , β 1 , β 2 , . . . , β n , and its first derivative is 0.
L 11 β 1 + L 12 β 2 + · · · + L 1n β n � L 1y , . . . L n1 β 1 + L n2 β 2 + · · · + L nn β n � L ny . Here, Because L i1 , L i2 , L in , . . ., L iy (i � 1, 2, . . ., n) are known values, that is, x ij , y i , x 1 , y 1 (i � 1, 2, . . . , n) are specific known observed values, β 1 , β 2 , . . ., β n are n unknown values and to solve n equations. erefore, β 1 , β 2 , . . ., β n can be solved by determinant or elimination methods, and then β 0 can be obtained. When judging a close degree of the linear relation between variables in the regression equation, a quantitative index, correlation coefficient, is needed: A value of R closer to 1 indicates that the so-called regression equation is more accurate. e correlation between the height of the water-flowing fractured zone and various factors was assessed by SPSS. is software provides a simple statistical description to a complex multivariate statistical analysis. When analyzing the correlation between the height of the water-flowing fractured zone and the single-factor indexes, considering that other influencing factors were similar, representative data were selected to establish the multiple regression model with the largest correlation coefficient. e multifactor fitting model is as follows: where y is the height of the water-flowing fractured zone, x 1 is the thickness of mining, x 2 is the thickness of soil, and x 3 is the difference between the height of the water-flowing fractured zone and the thickness of bedrock. Table 8 lists the proposed parameters and their values. e following points can be seen from (7): (i) e largest coefficient of mining thickness shows that the height of the water-flowing fractured zone in coal seam mining is affected mainly by the mining thickness; the larger the mining thickness is, the higher the height of the water-flowing fractured zone is.
(ii) e contribution of the soil layer to the height of the water-flowing fractured zone is slightly smaller than that of the bedrock. Both increase with the rise in the bedrock and soil layer thicknesses, indicating that they mainly exert load action. (iii) e constant term is smaller, indicating that the variation range of the height of the water-flowing fractured zone is larger, and different mining and geological conditions cause certain differences in the height of the water-flowing fractured zone.
In addition, the results of the single-factor analysis showed that different thicknesses of the bedrock and soil layer contributed to variations in the height of the waterflowing fractured zone. erefore, multifactor fitting analysis was performed following the aforementioned zoning as follows.
(1) In area I, the geological conditions in the study area had a lower impact, with no statistical significance. (2) In area II, when the soil layer was less than 20 m, if the height of the water-flowing fractured zone did not penetrate the bedrock, the calculation formula is as follows: where y is the height of the water-flowing fractured zone, x 1 is the thickness of coal seam mining, x 2 is the thickness of the soil layer, and x 3 is the thickness of bedrock. Table 9 lists the proposed parameters. It can be seen from (8) that when the bedrock is thick, but the soil layer is thin, the following characteristics are evident: (a) Mining thickness is still the main influencing factor. e larger the mining thickness is, the higher the height of the water-flowing fractured zone is. (b) e contribution of the soil layer to the thickness of the bedrock is much greater, and the load action of the soil layer also plays a part. (c) e constant term is larger, indicating that the variation range of the height of the water-flowing fractured zone is smaller, and all of them are greater than 10.714 m.
(3) e following calculation formula is suggested for area III, where the height penetrates the bedrock to reach the soil layer, and the soil layer is less than 20 m: y � − 6.654x 1 + 2.99x 2 + 1.378x 3 − 12.357, where y is the height of water-flowing fractured zone, x 1 is the thickness of the coal seam mining, x 2 is the thickness of the soil layer, and x 3 is the thickness of Advances in Civil Engineering 13 the bedrock. e proposed parameters are presented in Table 10. It can be seen from (9) that when the bedrock is thin and the soil layer is thin, it has the following characteristics: (a) e contribution of the mining thickness to the height of the water-flowing fractured zone is negative; that is, a larger mining thickness results in a smaller height of the water-flowing fractured zone. As visible from the original data of the corresponding area, the height of the waterflowing fractured zone in this region reached the surface. us, the observation value of the height of the water-flowing fractured zone is small. A larger mining thickness leads to a greater error of the height of the water-flowing fractured zone; that is, the observation values are mainly related to the buried depth, namely, the thicknesses of the bedrock and the soil layer. (b) In this case, the contribution of the soil layer is larger than that of the bedrock, and both exerted a positive contribution. e reason for this effect is that the height of the water-flowing fractured zone penetrated the surface. Greater thicknesses of the soil layer and the bedrock have resulted in a greater height of the water-flowing fractured zone. (c) e constant term is negative, whereas y is positive, which indicates that the range of the height of the water-flowing fractured zone is very large.
(4) e calculation formula for area IV, where the height of the water-flowing fractured zone penetrated the bedrock and reached the soil layer and the soil layer was greater than 40 m, is as follows: y � 32.7x 1 + 0.292x 2 + 0.428x 3 − 78.995, where y is the height of water-flowing fractured zone, x 1 is the thickness of coal seam mining, x 2 is the thickness of the soil layer, and x 3 is the thickness of the bedrock. Table 11 lists the suggested parameters. It can be seen from (10) that when the bedrock is thin and the soil layer is thick, the following characteristics are evident: (i) Most of the water-flowing fractured zone is developed by the soil layer, and most of them do not reach the surface, so the mining thickness contributes considerably to the height of the water-flowing fractured zone. (ii) In this case, the soil layer exerts both load and an inhibitory effect, and thus its contribution rate is lower than that of the bedrock. (iii) e constant term is negative, whereas y is positive, which indicates that the range of the height of the water-flowing fractured zone is very large.

Conclusion
(1) Research on the height of the water-flowing fractured zone for water-retaining coal mining in the area is of great practical significance. (2) For the first time, the microresistivity scanning imaging technology was applied to study the development law of the water-flowing fracture in the soil layer under the mining conditions in Zhangjiamao coal mine. e detection results are more accurate than those of the physical and numerical simulations, which can further expand the detection area and fully confirm the reliability of the detection results.
(3) e water-flowing fracture of the soil layer was found in this study, which lays a foundation for research on the development law of water-flowing fractures in soil layers. (4) e development height of the bedrock-soil waterflowing fractured zone was systematically studied, and a mathematical model for its prediction with different bedrock and soil thicknesses was established, which provided a theoretical basis for determining the development height of the waterflowing fractured zone.

Data Availability
ere are eleven tables providing the data used to support this study. All these data were obtained from geological prospecting, field test, laboratory test, indoor test, and mathematical calculations and any details about them are indicated in this paper. e exploration, experimental, and

Conflicts of Interest
e authors declare that there are no conflicts of interest.