# Numerical Simulation of Empty-Hole Effect during Parallel-Hole Cutting under Different In Situ Stress Conditions

Authors: Zhengyu Wu; Dayou Luo; Feng Chen; Wulin Huang
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

With the progress of deep mining in mine exploitation, the effect of the in situ stress field plays a more and more significant and crucial role in rock blasting. To uncover the impact of in situ stress field on empty-hole effect during parallel-hole cutting, the distribution and the trend of changes in dynamic stress around empty hole during blasting under different in situ stress conditions are simulated based on the basic model for parallel-hole cutting using 3D finite element analysis software ANSYS/LS-DYNA and implicit-explicit analysis method. Subsequently, the law of variation in the empty-hole effect under different in situ stress conditions is determined, and the effects of horizontal and vertical stress fields are analyzed in detail. The simulation results show that the overall increase in in situ stress can facilitate compressive failure and inhibit tensile failure in the rock mass around an empty hole during blasting. When empty holes are arranged horizontally, the effect of the vertical stress field is consistent with that of the in situ stress field, while the effect of the horizontal stress field is opposite to that of the in situ stress field. With the increased stress, the inhibitive effect of the vertical stress field on tensile stress around an empty hole is remarkably stronger than that of the horizontal stress field. Finally, the numerically simulated results are verified by the theoretical calculation. This study can provide new insight and a simple but accurate numerical simulation method to investigate how the in situ stress field affects the empty-hole effect, especially in deep mining.


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## Body

## 1. Introduction

With the depletion of mineral resources in the shallow, their exploitation progressively deepens into the Earth (normally up to 1000m) [1, 2]. For example, the average depth of metal mines in South Africa has reached 2000 m, the Western Deep Level gold mine has reached 4800 m [3], and the borehole has reached 6779 m in the Baltic Shield [4]. In such extreme deep mining, some deemed as negligible problems in shallow depths turn to be very crucial and intractable, i.e., high stress, high temperature, high water pressure, and the disturbance resulted from mining activities, which may lead to sudden and unpredictable destruction of the rock mass [5–8]. Regarding the in situ stress field, existing theoretical and experimental studies show that the interaction between the explosive stress field created by blasting and the in situ stress field will enhance or weaken rock fragmentation effect [9–11]. Due to the complexity of blasting process and the limitations of field test conditions, numerical simulation has gradually become an alternative and desired method to study empty-hole effect apart from theoretical analysis and field test [12–15].There are several investigations that have been conducted considering the in situ stress field in deep mining both in field testing and numerical simulation [16, 17]. Zhu et al. [18] modeled a FLAC3D model to evaluate the stability of pillars, the long-term stability, and distribution laws of overlying loads. Chen et al. [19] conducted the numerical simulation of double-hole blasting under different in situ stress conditions and found that higher initial in situ stress had a stronger inhibitive effect on the propagation of fractures created by blasting. Zubelewicz and Mroz [20] found that the effect of the initial in situ stress field on explosive stress waves was not significant near the explosion cavity and the propagation law of explosive stress waves changed under the action of high in situ stress.Furthermore, parallel-hole cutting is a simple but efficient method for rock blasting. In the process of rock fragmentation by parallel-hole cutting, existing empty holes provide new free faces, and the stress distribution around empty holes changes, leading to a stress concentration around empty holes that results in increased rock-breaking efficiency [21], which is known as an empty-hole effect during parallel-hole cutting [22]. Extensive research efforts have been performed in the empty-hole effect [23–25]. Li et al. [26] identified the law of stress distribution during parallel-hole cutting using a numerical simulation method. Wang et al. [27] and Zheng et al. [28] analyzed the stress field around large-diameter empty holes in the vertical shaft and calculated relevant parameters using a numerical simulation method. However, the impact of in situ stress field on empty-hole effect was not considered in the studies as mentioned above. Moreover, the empty-hole effect in deep mining is still poorly understood, which calls for more relevant research efforts.In the current paper, to analyze the effect of in situ stress field on parallel-hole cutting and improve rock fragmentation efficiency during blasting, the distribution and trend of changes in dynamic stress around empty holes under different in situ stress conditions are numerically simulated using 3D finite element analysis software ANSYS/LS-DYNA and implicit-explicit analysis method. The impact of different in situ stress conditions and the magnitude of in situ stress on the empty-hole effect is analyzed, and the rationality of numerical simulation is verified through a theoretical calculation using the Schwarz alternating iteration method based on elastic mechanics.


## 2. Methodology

In the real blasting process, the rock mass near an empty hole may be displaced or crushed under the action of explosive stress, which makes it very difficult to analyze the empty-hole effect under in situ stress conditions using field test. To address this challenge, the distribution of and the changes in stress around empty holes under different in situ stress conditions during parallel-hole cutting are identified through numerical simulation based on literature [15]. The numerical simulation is carried out using ANSYS/LS-D YNA and implicit-explicit analysis method. The implicit-explicit analysis is a special computational analysis method embedded in ANSYS/LS-DYNA, which can simulate and reproduce linear static and nonlinear dynamic combined stress loading patterns. Specifically, this method can simulate the in situ stress field and the explosive stress field by applying linear static constraint and nonlinear dynamic constraint in implicit analysis, respectively. Furthermore, the empty-hole effect can be reproduced, which is generated by blasting under in situ stress conditions objectively and reasonably.In the process of performing the implicit-explicit analysis, only the objects involved in the implicit analysis are modeled during the implicit analysis, without considering the corresponding “parts” required by the explicit analysis. After the implicit analysis is completed, the corresponding unit type conversion is required. Then, by defining new element types and materials, models required for explicit analysis are created and a new “part” list is generated. Finally, all nodes are selected, the implicit solution result file is read into the dynamic relaxation solution, the stress is initialized to the corresponding part, the necessary constraints and load conditions are applied, and the explicit solution is completed. In the above process, the dynamic relaxation process is to perform a steady-state or quasistatic analysis. Thus, the displacement and blasting thermal effects which resulted from the implicit analysis could be applied as body loads to the corresponding nodes, which in turn realize the stress of the corresponding components' initialization. The initial condition can be used for further analysis


### 2.1. Geometry and Constraint Conditions

John [29] indicated that the basic model for parallel-hole cutting can be simplified into a model in which a single blast hole and a single empty hole are arranged parallel to each other and the cylindrical explosion cavity extends infinitely in the axial direction. Therefore, this problem may be deemed as a planar axisymmetric problem. To study the distribution of dynamic stress between the blast and empty holes under different in situ stress conditions, the basic horizontal plane is taken as the object of study, and relevant parameters and in situ stress loading method are determined according to the rock cutting parameters and basic cutting mode adopted at a mine [30], as shown in Figure 1.Figure 1
Schematic of the numerical simulation model.Note that coupled explosive loading method is adopted in the current study; the blast hole and the empty hole are both 80 mm in diameter; moreover, the spacing between the blast and empty holes is 200 mm. Considering the size effect of the modelling, the horizontal and vertical edge lengths of rock mass in the model are designed to be 1000 mm and 400 mm, respectively. As the current simulation can be assigned to a plane strain problem, it can be solved by using a single-layer grid structure, and constraints are applied in the direction of model thickness. Moreover, since the computational model is symmetrical, displacement constraints are applied to the model’s left and lower boundaries, vertical in situ stressp is applied to the upper boundary, and horizontal in situ stress q is applied to the right boundary for implicit computation and analysis. The same constraints as those for implicit analysis are applied regarding the explicit computation and analysis, reflecting conditions are applied to the wall of the empty hole, and nonreflecting conditions are applied to all boundaries of the rock mass model.


### 2.2. Material Properties

For implicit analysis, the rock mass is a granular material. The compressive yield strength of such material is much higher than its tensile yield strength, and the grains in it will swell when it is sheared. The Drucker–Prager yield criterion is used, and quartz is selected as the rock mass, which is adapted from [1]. The physical and mechanical parameters of quartz rock are listed in Table 1.Table 1
Quartz rock mechanical parameters [26].
Poisson’s ratioDensityElastic modulus (GPa)Compressive strength (MPa)Tensile strength (MPa)Longitudinal wave velocity0.212790 kg/m³23.0317.403.065000 m/sFor implicit-explicit analysis, the geometric model only involves two materials, namely, rock and explosive. Rock parameters are the same as those listed in Table1 and No. 2 rock blasting emulsion explosive is used. As verified in the previous publication [31–33], the material model ∗ MAT_HIG H_EXPLOSIVE_BURN embedded in LS-DYNA can be used, and the JWL equation of state is selected and used to describe the state of stress variation under dynamic and static combined loads. The detailed parameters are listed in Table 2. As the rock mass near the blasting area will be a failure during the explosion, it is reasonable to select the plastic kinematic model ∗ MAT_PLASTIC_ KINE_MATIC as the rock mass computational model [29].Table 2
Parameters of the explosive and its equation of state.
Density (g/cm3)Detonation velocity (m/s)A (GPa)B (GPa)R1R2ω1.33300215.20.1794.30.90.15Note:A, B, R1, R2, and ω are parameters related to the JWL equation of state [34].


### 2.3. In Situ Stress Loading Schemes

As there are references, it is believed that the direction of the in situ stress has different effects on the dynamic stress around the hole during blasting. Therefore, in order to study the distribution process and change trend of the specific dynamic stress, the following assumptions are made during the numerical simulation: (1) the in situ stress is a binary plane and (2) the in situ stress is only divided into horizontal ground stress and vertical ground stress. Finally, three different schemes were designed to study the influence of different in situ stress characteristics on the empty-hole effect including (1) the impact of the overall change of the in situ stress on the empty-hole effect, (2) the influence of the vertical stress field change on the empty-hole effect, and (3) the influence of horizontal stress field changes on the empty-hole effect.The specific scheme and parameter setting values are shown in Table3. In the table, λ=q/p is the lateral pressure coefficient, which is used to distinguish the change of the stress field.Table 3
Comparison of different schemes and parameter setting.
SchemeNo.q (MPa)p (MPa)λPurposeI1001The impact of overall changes in the in situ stress field222135514101010II120+∞The impact of changes in the vertical stress field22213250.442100.2III1020The impact of changes in the horizontal stress field22213522.541025


## 2.1. Geometry and Constraint Conditions

John [29] indicated that the basic model for parallel-hole cutting can be simplified into a model in which a single blast hole and a single empty hole are arranged parallel to each other and the cylindrical explosion cavity extends infinitely in the axial direction. Therefore, this problem may be deemed as a planar axisymmetric problem. To study the distribution of dynamic stress between the blast and empty holes under different in situ stress conditions, the basic horizontal plane is taken as the object of study, and relevant parameters and in situ stress loading method are determined according to the rock cutting parameters and basic cutting mode adopted at a mine [30], as shown in Figure 1.Figure 1
Schematic of the numerical simulation model.Note that coupled explosive loading method is adopted in the current study; the blast hole and the empty hole are both 80 mm in diameter; moreover, the spacing between the blast and empty holes is 200 mm. Considering the size effect of the modelling, the horizontal and vertical edge lengths of rock mass in the model are designed to be 1000 mm and 400 mm, respectively. As the current simulation can be assigned to a plane strain problem, it can be solved by using a single-layer grid structure, and constraints are applied in the direction of model thickness. Moreover, since the computational model is symmetrical, displacement constraints are applied to the model’s left and lower boundaries, vertical in situ stressp is applied to the upper boundary, and horizontal in situ stress q is applied to the right boundary for implicit computation and analysis. The same constraints as those for implicit analysis are applied regarding the explicit computation and analysis, reflecting conditions are applied to the wall of the empty hole, and nonreflecting conditions are applied to all boundaries of the rock mass model.


## 2.2. Material Properties

For implicit analysis, the rock mass is a granular material. The compressive yield strength of such material is much higher than its tensile yield strength, and the grains in it will swell when it is sheared. The Drucker–Prager yield criterion is used, and quartz is selected as the rock mass, which is adapted from [1]. The physical and mechanical parameters of quartz rock are listed in Table 1.Table 1
Quartz rock mechanical parameters [26].
Poisson’s ratioDensityElastic modulus (GPa)Compressive strength (MPa)Tensile strength (MPa)Longitudinal wave velocity0.212790 kg/m³23.0317.403.065000 m/sFor implicit-explicit analysis, the geometric model only involves two materials, namely, rock and explosive. Rock parameters are the same as those listed in Table1 and No. 2 rock blasting emulsion explosive is used. As verified in the previous publication [31–33], the material model ∗ MAT_HIG H_EXPLOSIVE_BURN embedded in LS-DYNA can be used, and the JWL equation of state is selected and used to describe the state of stress variation under dynamic and static combined loads. The detailed parameters are listed in Table 2. As the rock mass near the blasting area will be a failure during the explosion, it is reasonable to select the plastic kinematic model ∗ MAT_PLASTIC_ KINE_MATIC as the rock mass computational model [29].Table 2
Parameters of the explosive and its equation of state.
Density (g/cm3)Detonation velocity (m/s)A (GPa)B (GPa)R1R2ω1.33300215.20.1794.30.90.15Note:A, B, R1, R2, and ω are parameters related to the JWL equation of state [34].


## 2.3. In Situ Stress Loading Schemes

As there are references, it is believed that the direction of the in situ stress has different effects on the dynamic stress around the hole during blasting. Therefore, in order to study the distribution process and change trend of the specific dynamic stress, the following assumptions are made during the numerical simulation: (1) the in situ stress is a binary plane and (2) the in situ stress is only divided into horizontal ground stress and vertical ground stress. Finally, three different schemes were designed to study the influence of different in situ stress characteristics on the empty-hole effect including (1) the impact of the overall change of the in situ stress on the empty-hole effect, (2) the influence of the vertical stress field change on the empty-hole effect, and (3) the influence of horizontal stress field changes on the empty-hole effect.The specific scheme and parameter setting values are shown in Table3. In the table, λ=q/p is the lateral pressure coefficient, which is used to distinguish the change of the stress field.Table 3
Comparison of different schemes and parameter setting.
SchemeNo.q (MPa)p (MPa)λPurposeI1001The impact of overall changes in the in situ stress field222135514101010II120+∞The impact of changes in the vertical stress field22213250.442100.2III1020The impact of changes in the horizontal stress field22213522.541025


## 3. Numerical Simulation Results and Analysis

In the current study, both implicit and implicit-explicit analyses are conducted, and the cloud charts of dynamic stress concentration around the hole under No. 2 condition (p = q = 2 MPa) in Scheme I before and after blasting are given. Figure 2 shows stress concentration around the hole under the action of the in situ stress field for implicit analysis, and Figure 3 shows dynamic stress concentration around the empty hole under the action of the in situ stress field for implicit-explicit analysis.Figure 2
Cloud chart of stress distribution around the empty hole in the in situ stress field.Figure 3
Cloud chart of dynamic stress distribution for implicit-explicit solution. (a)t = 0 μs, (b) t = 90 μs, (c) t = 180 μs, and (d) t = 270 μs.
(a)(b)(c)(d)In Figure2, it can be observed that under the action of the in situ stress field, stress is concentrated around the hole, and in particular, a shape similar to a water droplet appears on the side of the hole facing the blast hole. This indicates that the exiting empty hole in the model guides stresses to distribute along the line between the centers of the blast and empty holes, which is possibly contributed to the effect of the in situ stress field; stress concentration around a single hole will further lead to new stress concentrations around surrounding holes; therefore, stress will be concentrated on the side of one hole facing the other hole when two holes exist. Wang [35] and Zhai et al. [36] found a similar phenomenon with model experiments in the laboratory, which confirmed the accuracy of this numerical simulation result.In Figure3, it can be observed that before blasting takes place (t = 0 μs), the stress around the hole has already increased, indicating that the result of implicit analysis has already been applied as a “preload” in the model when the implicit-explicit analysis is commenced. After blasting takes place, the stress around the empty hole is affected by the reflection of explosive stress at the boundary of the empty hole, and when t = 270 μs, remarkable tensile stress occurs on the side facing the blast hole, which is in high agreement with the field testing results described by Langefors and Kihlström [37].Figure4(a) shows the impact of overall changes in the in situ stress field on dynamic stress distribution around the empty hole during blasting when t = 270 μs (when the tension zone has the largest area) for Scheme I. Because the changes in tension zone displayed in the cloud chart are not clear enough, “the horizontal range of tension zone around the empty hole (D)/the diameter of the empty hole rB” is used to measure the impact of changes in in situ stress on the tension zone. The trend of changes in the tension zone is shown in Figure 4(b). Additionally, as the cloud chart of dynamic stress distribution cannot accurately show the changes in stress around the empty hole, 2081 points on the edge of the empty hole facing the blast hole are selected for analysis. The curves reflecting changes in stress are shown in Figure 5.Figure 4
Cloud chart of dynamic stress distribution around the empty hole in combined stress field and curves of changes in tension zone for Scheme I. (a) Cloud chart of dynamic stress distribution in combined stress field. (b) Changes in the tension zone.
(a)(b)Figure 5
Curves of changes in stress at calculated points under the action of the combined stress field.From Figure4, it can be found that as in situ stress increases (from 0 MPa to 10 MPa) and when lateral pressure coefficient λ remains unchanged, the compression zone near the empty hole increases while the tension zone near the empty hole decreases (D/rB decreases from 0.62 to 0.34). From Figure 5, it can be known that before explosive stress is transmitted to the selected points, these points are subject to stable compressive stress under the action of the in situ stress field, and such compressive stress increases (from 0 MPa to 18.57 MPa) with the increase in in situ stress. When explosive stress is transmitted to the selected points (t = 230 μs), as in situ stress increases, the combined compressive stress on these points increases from 17.43 MPa to 36.72 MPa while the combined tensile stress decreases from 45.55 MPa to 16.44 MPa. This trend of changes indicates that the overall increase in in situ stress can inhibit the tensile failure of rock mass near the empty hole during blasting and facilitate the compressive failure of the same rock mass.Figure6(a) shows the impact of changes in the vertical stress field on dynamic stress distribution around the empty hole during blasting when t = 270 μs. Figure 6(b) shows a curve reflecting the changes in the tension zone with the changes in the vertical stress field. Figure 7 shows the curves reflecting the changes in stress at 2081 points under the action of the combined stress field for Scheme II.Figure 6
Cloud chart of dynamic stress distribution around the empty hole in combined stress field and curves of changes in tension zone for Scheme II. (a) Cloud chart of dynamic stress distribution in combined stress field. (b) Changes in the tension zone.
(a)(b)Figure 7
Curves of changes in stress at calculated points under the action of the combined stress field.From Figure6, it should be noted that as vertical stress increases (from 0 MPa to 10 MPa) and as lateral pressure coefficient λ decreases, the tension zone near the empty hole decreases (D/rB decreases from 0.64 to 0.41). Figure 7 shows that when explosive stress is transmitted to the calculated points, the initial maximum combined compressive stress around the empty hole increases (from 18.23 MPa to 38.56 MPa) while the combined tensile stress decreases (from 48.45 MPa to 15.56 MPa). These phenomena indicate that when empty holes are arranged horizontally, the changes in vertical stress field have the same impact on the empty-hole effect as the overall changes in the in situ stress field, and the increase in vertical stress can inhibit the tensile failure of rock mass near the empty hole during blasting and facilitate the compressive failure of the same rock mass.Figure8(a) shows the impact of changes in the horizontal stress field on dynamic stress distribution around the empty hole during blasting when t = 270 μs. Figure 8(b) shows a curve reflecting the changes in the tension zone with the changes in the horizontal stress field. Figure 9 shows the curves reflecting the changes in stress at 2081 points under the action of the combined stress field for Scheme III.Figure 8
Cloud chart of dynamic stress distribution around the empty hole in combined stress field and curves of changes in tension zone for Scheme III. (a) Cloud chart of dynamic stress distribution in combined stress field. (b) Changes in the tension zone.
(a)(b)Figure 9
Changes in stress at calculated points under the action of the combined stress field.From Figures8 and 9, it can be found that with the increase in horizontal stress (from 0 MPa to 10 MPa) and lateral pressure coefficient λ, the tension zone near the empty hole increases (D/rB increases from 0.56 to 0.63), and the initial combined compressive stress around the empty hole decreases (from 21.57 MPa to 12.63 MPa) while the combined tensile stress increases (from 37.02 MPa to 46.45 MPa). These phenomena indicate that when empty holes are arranged horizontally, the impact of the horizontal-vertical field on the empty-hole effect during blasting is opposite to that of the vertical stress field. In other words, the increase in horizontal stress can facilitate the tensile failure of rock mass around the empty hole and inhibit the compressive failure of the same rock mass.Through a comparative analysis of Figures4, 6, and 8, it can be found that when empty holes are arranged horizontally, as vertical and horizontal stresses increase at the same time (while lateral pressure coefficient λ remains unchanged), the tension zone in the rock mass around the empty hole still decreases, indicating that vertical stress field has a greater impact on empty-hole effect than horizontal stress field. Considering the symmetrical model arrangement and the direction of applied stress, it is believed that the impacts of horizontal and vertical stress fields on the empty hole when empty holes are arranged vertically are opposite to those when empty holes are arranged horizontally. In other words, the horizontal stress field facilitates the compressive failure of the rock mass near the empty hole while the vertical stress field facilitates the tensile failure of the same rock mass. Additionally, the horizontal stress field has a greater impact on the empty-hole effect than the vertical stress field. Therefore, in practice, consideration may be given to arranging empty holes vertically and horizontally at varying spacing to reduce the impact of the in situ stress field.


## 4. Theoretical Verification

Under explosive stress conditions, it should be noted that the maximum tensile stress around the empty hole is achieved on the edge of the empty hole near the blast hole [38]. The maximum tensile stress is calculated as follows:(1)σθB1=1+3λdPrAL−rBθ,where rA is the radius of the blast hole, rB is the radius of the empty hole, L is the distance between the centers of the blast and empty holes, P is the peak of penetrating pressure on the wall of the blast hole after detonation, θ=2−μd/1−μd is the coefficient of stress wave attenuation, μd is the dynamic Poisson’s ratio of the rock mass, and λd=μd/1−μd is the dynamic lateral pressure coefficient.Also, the approximate solution to the stress around the empty hole under in situ stress conditions can be found using the Schwarz alternating iteration method based on elastic mechanics [39].(2)σr+σθ=4Reφ1′z,σθ−σr+2iτrθ=2z¯φ1〞z+ψ1′ze2ia,where a is the angle between the horizontal axis and the line between the centers of calculated point and empty hole B, φ1z and ψ1z are two complex variable functions in XBOBYB coordinate system, z denotes the coordinates of a calculated point in XBOBYB coordinate system, which are expressed in plural form when finding solutions to the complex variable functions, and σθ, σr, and τrθ are the radial stress, tangential stress, and shear stress around the empty hole, respectively.When the calculated point is located at the wall of the empty hole, according to (2), the stress in the in situ stress field is(3)σθB2=2Reφ1′z+z¯φ1″z+ψ1′ze2ia.The maximum tensile stress around the empty hole under the action of the in situ stress field during blasting is obtained by coupling the two:(4)σθBmax=2Reφ1′z+z¯φ1″z+ψ1′ze2ia+1+3λdPrAL−rBθ.The reasoning assumptions for the above formulas are as follows: (1) the model is calculated as a binary plane; (2) the rock medium is uniform, and the rock failure belongs to the elastoplastic failure criterion; and (3) the distribution of the original rock stress field is assumed to be vertical stress field and horizontal stress field. The above assumptions are consistent with the numerical simulation conditions, so the above formula can be used to verify the numerical simulation results.The theoretical values of maximum tensile stress around the empty hole for different in situ stress loading schemes are calculated using formula (4) and compared with the results of numerical simulation, as shown in Figure 10.Figure 10
Comparison of the values of maximum tensile stress.It should be noted that there are certain differences between the theoretically calculated values and the results of the numeral simulation, and the numerical simulation value is slightly smaller than the theoretical calculation value (see Figure10). The reason for the analysis is in the theoretical analysis, the stress value includes the blasting thermal damage effect, and in the numerical simulation model, this part of the thermal damage effect generated during blasting is calculated separately. In the rock, the thermal effect decay rate is obviously stronger than the blasting stress benefit, so the theoretical calculation value is larger than the numerical simulation value. Nevertheless, the law of change and trend of the two are consistent. The agreement between the theoretical calculation results and the numerical simulation results has verified the accuracy of the numerical simulation.


## 5. Conclusion

In this study, the distribution and the trend of changes in dynamic stress around the empty hole under different in situ stress conditions during blasting are effectively simulated using ANSYS/LS-DYNA software and implicit-explicit analysis method. The conclusion to this study can be summarized as below [11, 18]:(1)
The results of numerical simulation indicate that the overall increase in in situ stress can inhibit the tensile failure of rock mass near the wall of the empty hole and facilitate the compressive failure of the same rock mass.(2)
For horizontally arranged empty holes, the vertical stress field facilitates the compressive failure of rock mass around the empty hole and inhibits the tensile failure of the same rock mass, and the impact of the horizontal stress field is opposite to that of the vertical stress field. In general, when empty holes are arranged horizontally, the vertical stress field has a greater impact on the empty-hole effect than the horizontal stress field. As the symmetrical model arrangement and the direction of applied stress are considered, it is believed that the impacts of horizontal and vertical stress fields on vertically arranged empty holes are opposite to those on horizontally arranged empty holes.(3)
The comparison between the values of maximum tensile stress obtained through theoretical calculation and numerical simulation for the same unit near the wall of the empty hole shows that the rules of changes reflected in these results are consistent, indicating that the results of numerical simulations are accurate.



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*Source: 8881491-2021-02-08.xml*