Deformation Mechanism and Control Technology of the Surrounding Rock of the Floor Roadway under the Influence of Mining

Deformation and failure mechanism of the surrounding rock of the floor roadway under the influence of working face mining is complicated, and roadway control is difficult. +e floor roadway of the 11123 working face in Pan’er Mine is taken as the research object of this study based on semi-infinite body theory of elastic mechanics to establish a mechanical model along the advancing direction of the working face and derive the stress expression of any point in the affected area of floor mining. According to the theoretical results, effective reinforcement and support schemes are then proposed. FLAC3D numerical simulation analyzes the stress and deformation of the surrounding rock of the floor roadway before and after the reinforcement.+e numerical simulation results showed that (1) mining abutment pressure of the overlying working face forms a certain range of stress concentration on the roof and two sides of the roadway and will cause deformation and damage to the floor roadway and (2) overall bearing capacity of the surrounding rock of the roadway is significantly improved, and surface displacement of the floor roadway is reduced by 64mm through the reinforcement and support of the floor roadway. On-site monitoring data of the floor roadway in the 11123 working face of Pan’er Mine showed that the maximum displacement of the roadway roof and two sides is controlled at approximately 80mm, and the surrounding rock deformation of the roadway is appropriately controlled to meet the needs of safe production.


Introduction
Mining conditions of coal seam undermines have become increasingly complex due to the growing demand for coal in recent years. e mining of working faces can easily affect adjacent roadways, including their stability. e roadway is a vital part of mining development and connected to the mining and transportation of coal resources. erefore, the stability control of the roadway surrounding rock under complex conditions is important for the safe and efficient mining of coal mines [1][2][3][4][5][6][7][8].
Many in-depth studies have been conducted on the failure mechanism and deformation control technology of the surrounding rock of the roadway. Tian et al. [9] used a self-developed bias reaction system to achieve bias loading and investigated the failure mechanism of the surrounding rock of the biased roadway disturbed by mining. Wang et al. [10] used Shandong Hanzhuang Coal Mine Substation as an example, applied on-site monitoring and drilling imaging methods, analyzed the deformation and failure mechanism of the surrounding rock of the roadway, and proposed a segmented bolt grouting reinforcement technology. Yu et al. [11] used FLAC3D numerical calculation and theoretical analysis to reveal the deformation mechanism of the roadway under complex stress conditions. Yu et al. [12] explored a combined support method to improve the stability and safety of the soft rock roadway at Zhongguan Iron Mine in China. Zhang and Liu [13] compared U36 steel support with the concrete-filled steel tube through theoretical calculations and numerical simulations, applied D-CFSTS technology to soft rock roadway support, and predicted its suitability for deep roadway where horizontal stress is greater than vertical stress. Wang et al. [14] proposed a U-shaped strip steel roadway support scheme of a horseshoe-shaped arch to address problems, such as close convergence between ribs, large floor deformation, and serious difficulty in roadway support in a fully mechanized caving slab 21203 of Yunmei No. 1 coal mine. Wang [15] provided a conceptual method for the quantitative design of soft rock roadway support through a three-dimensional physical model.
Scholars have successfully conducted many pioneering studies on the failure mechanism of the roadway surrounding rock and its control technology, especially on physical and mechanical properties of the surrounding rock of the roadway and other underground engineering applications. However, studies on the surrounding rock control of roadways under the influence of mining are limited. Engineering conditions of the examined roadway in this study are complex. e engineering measurement results of the project showed that the reinforcement and support scheme meets the requirements of safe production.

Engineering Introduction
Dongyi group A coal can be found east of the 11123 working face of Pan'er Mine of Huainan Mining Group; the west side of the study area is near the upper roadway of the 12223 working face; the south side is near the 11124 working face floor roadway; and the north is close to the 11223 up groove.
is working face is characterized as follows: average buried depth: −460 m. Overlying coal 3# and coal 1# are not mined, and the adjacent 11223 working face is being mined. Main mining coal 3# has an average thickness and width of 5.5 m and 160 m, respectively, and a layer of mudstone-intercalated gangue with an average thickness of 0.8 m is locally developed. e average inclination angle of the coal seam is stable at 10°. e floor roadway under the 11123 working face is used for gas drainage, as shown in Figure 1.
According to the design, the roadway is located on the coal 1# floor. e surrounding rock of the roadway is mainly sandy mudstone, which exhibits low strength and poor integrity. Under the influence of mining, sandy mudstone is easy to be destroyed, resulting in a large displacement of the roadway surface and serious deformation of the roadway surrounding rock. According to the indoor triaxial compression experiment, mechanical parameters of the surrounding rock under original support conditions are as follows: internal friction angle of the sandy mudstone φ � 28°, Poisson's ratio μ � 0.27, average compressive strength σc � 15.948 MPa, and shear modulus G � 6 GPa. e lithology and thickness of each rock layer are shown in

Stress Analysis of the Surrounding Rock in the
Floor Roadway of the Working Face e floor roadway of the 11123 working face is supported before mining, and the roadway is in a stable state. e original equilibrium state in the floor rock is broken due to the mining of the upper coal seam, and the concentrated stress caused by the mining of the working face transfers to the deep and results in different degrees of floor damage. Li et al. [16] highlighted that the strong disturbance of deep rock mass easily forms large-scale instability failure and collapse and other strong disturbance dynamic response failures. e stress state of the surrounding rock of the floor roadway affected by mining is analyzed, and the corresponding reinforcement support scheme is proposed to prevent the deformation and instability of the floor roadway in the working face.

Mining Stress Distribution of the Floor Rock in the Advancing Direction of the Working Face.
e original rock stress field of the floor rock mass changes under the influence of mining, and the redistributed stress on the floor results in floor damage after the coal seam is mined. e floor stress distribution depends on transferring the concentrated stress in front of the working face to the lower strata of the coal seam floor [17,18]. Combined with the previous analysis of mine pressure and rock formation control theoretical results, a certain range of mining stress increasing and reducing areas form in the coal body and its floor in front of the working face and move forward with the advancement of the working face under the influence of advance abutment pressure of the working face. e distribution state of advance abutment pressure of coal and rock mass along the advancing direction of the working face is divided into three areas, namely, stress reducing, stress increasing, and original rock stress areas [19,20] (Figure 3). e stress distribution is expressed in the form of incremental △σy to facilitate the calculation and analysis and simplify the process of theoretical derivation as follows: where P is the original rock stress. In Figure 4, I: elastic area, II: plastic area, III: goaf, IV: plastic area, V: elastic area, k: maximum stress concentration coefficient of solid coal and rear rock mass, and M: position of the floor roadway. e simplified distribution of stress increment is shown in Figure 4. e coal body in front of the working face is regarded as a semi-infinite homogeneous elastic medium, and the calculation model of stress increment is established. Stress increment distribution characteristics of the coal rock mass and its floor rock mass in front of the working face are obtained in the xo 1 y 1 coordinate system by simplifying the advance abutment pressure of the coal and rock mass in front of the working face. e concentration coefficient of the peak stress increase of the surrounding rock in front of the working face is (k − 1) at this time. e representative elemental volume dt can be taken at the distance t of the coordinate origin O 1 to superimpose all the stresses caused by each tiny concentrated stress, and vertical and horizontal stress distributions in front of the work surface are obtained to find the stress at any point in the half plane when a half plane is subjected to a vertically distributed load according to the solution of half-plane mechanics in elasticity. e stress distribution function is assumed to be p(t) � mt + n to  Advances in Civil Engineering facilitate the solution and application of the formula, and the stress in front of the working face can be obtained as follows: where m and n are linear stress distribution coefficients. e coordinate axis established in Figure 4 combines equations (2) and (3) to obtain stresses in elastic and plastic zones in front of the working face as follows: where σx 1 and σy 1 are horizontal and vertical stresses in section I, respectively; σy 1 and σy 2 are horizontal and vertical stresses in section II, respectively; a is the length of the elastic zone; b is the length of the plastic zone; m 1 and n 1 are the stress distribution coefficients of the elastic zone; and m 2 and n 2 are the stress distribution coefficients of the plastic zone. e stress increment calculation model is established in the xoy coordinate system by taking the goaf of the working face as a semi-infinite homogeneous elastic medium. Stress increment distribution characteristics of the floor rock of the goaf are obtained by simplifying the pressure of the goaf, as shown in Figure 4. e representative elemental volume dt can be obtained at the distance t of the coordinate origin O, and the stress distribution of the goaf is expressed as follows:

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Vertical and horizontal stresses of the floor roadway at M under the working face are expressed as follows: where x * and y * are coordinates of floor roadway M and X is the advancing distance of the working face. According to the spatial layout relationship between the floor roadway and the upper stope of the 11123 working face, the disturbance of the working face advancing on the stress environment around the floor roadway can be divided into three parts, namely, linear concentrated load behind the working face, uniformly distributed load in the goaf, and linear concentrated load in front of the working face, as shown in Figure 4. e mechanical model in front of the working face can be unified into the xoy coordinate system via coordinate translation transformation of the stress increment calculation model of xo 1 y 1 in front of the working face. erefore, horizontal and vertical stresses at M of the floor roadway are obtained as follows: where σ x1 ′ , σ x2 ′ , σ y1 ′ , and σ y2 ′ are stress distributions of concentrated stress in front of the working face at the m point under the xoy coordinate system; σ x3 and σ y3 are distributions of goaf stress to the floor roadway; σ x4 and σ y4 are concentrated forces produced by the rock mass behind the working face on the floor roadway; and σ My and σ Mx are initial stresses at the roadway M.  Behind the rock mass

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where θ is the angle between X-axis; P My is the vertical stress load caused by mining; λ is the lateral stress coefficient under the mining stress environment, λ � P Mx /P My ; R 0 is the equivalent roadway radius; σ c is the uniaxial compressive strength of the rock; P i is the support resistance; φ is the angle of internal friction; and According to Bu [22], the displacement equation of the surrounding rock in the floor roadway is obtained as follows: where G is the shear modulus of the surrounding rock and μ is Poisson's ratio.

Stress Distribution of the Floor Roadway under the Influence of Mining.
By taking the floor roadway under the 11123 working face as the engineering background, the floor roadway is located at the position of y * � 23 m below the stope, and the roadway at x * � 30 m is used in the surrounding rock stress analysis. At this time, additional stresses σ x4 and σ y4 generated by the concentrated stress behind the working face can be treated as a constant and calculated at σ x4 � 1.95MPa and σ y4 � 0.95MPa, respectively. Vertical and horizontal stress change curves of the roadway as the working face advances are shown in Figure 5. Figure 5 shows that the vertical stress of the roadway surrounding rock at x * � 30 m increases first and then gradually decreases as the working face advances. e vertical stress of the roadway reaches its maximum value of 20.5 MPa when the working face advances by 21 m. Compared with the initial vertical stress, it increased by 6.5 MPa. e horizontal stress of the roadway showed a general decreasing trend by demonstrating a state of decreasing, increasing, and then decreasing during the advancement of the working face. e theoretical results showed that the surrounding rock stress of the roadway is significantly affected by the mining, and the change of surrounding rock stress will lead to the breaking of the original equilibrium state of the roadway and then the development of the plastic zone and reduction of the surrounding rock strength. Figure 6 shows that the displacement of the surrounding rock of the roadway has a negative correlation with the support resistance.

Analysis of Roadway Surface Displacement.
e high support resistance reduces the displacement of the surrounding rock of the roadway. e displacement of the surrounding rock of the roadway is sensitive to the support resistance when the support resistance is small, but sensitivity reduces with the gradual increase of the support resistance.

Roadway Surrounding Rock
Control Technology (4) e stress environment of surrounding rock mass is the weakest stage when the overlying working face advances by 120 m. However, the damage range of the surrounding rock is in an irrecoverable weakening stage due to the influence of advance abutment pressure of the working face. Figure 7(b) illustrates that the radius of the plastic zone of the roadway with the support is smaller than the radius without the support, and the stability of the surrounding rock of the roadway is evidently strengthened by the support after the analysis of surrounding rock parameters. Figure 8 demonstrates that the radius of the roadway plastic zone is negatively related to the internal friction angle and cohesion. High cohesion reduces the radius of the roadway plastic failure zone when the internal friction angle is the same, and the large angle of internal friction reduces the radius of the roadway plastic failure zone under the same cohesion. e grouting reinforcement method can generally increase the internal friction angle and cohesion and reduce the plastic zone range in the surrounding rock. e radius of the plastic failure zone of the roadway has a negative correlation with the support resistance. High support resistance reduces the radius of the plastic failure zone of the roadway. e radius of the plastic zone around the roadway is sensitive to the support resistance when the support resistance is small, but sensitivity reduces with the gradual increase of support resistance.

Reinforcement and Support Scheme.
According to the parameter analysis, grouting reinforcement increases the integrity of the surrounding rock and improves the internal friction angle and cohesion of the surrounding rock. Highdensity bolt and cable support increase the integrity of the roadway surrounding rock and the support resistance. Anchor-grouting support method with the grouting anchor cable as the core is adopted, that is, the anchor cable support is adopted first, followed by the use of shotcrete, and the anchor-grouting reinforcement is used after a certain delay. As shown in Figure 9, the grouting anchor cable specification is Φ22 × 6300 mm of steel-stranded wire, with a row spacing of 1900 × 2000 mm. Two anchor cables at corresponding positions in two adjacent rows are connected by #12 or #10 channel steel, and one section has five grouting anchor cables and then grouting reinforcement for the surrounding rock of the roadway.. Each hole is equipped with three rolls of Z2355 medium-speed resin medicine, and the pullout resistance is designed at 10 t. e grouting reinforcement is designed with a 50 mm-thick spray layer to prevent the mortar from running out. e grid around the floor roadway is refined, and the regional grid far  x = 120 m Roadway   Advances in Civil Engineering strength criterion is selected to assess the failure of surrounding rock mass in the calculation of numerical simulation. Parameters of each rock stratum are listed in Table 1.

Surrounding Rock Evolution Characteristics of the
Roadway before Reinforcement. e roadway position x * � 30 m on the floor of the working face is sliced to explore the evolution characteristics of the roadway surrounding rock during the advancing process of the working face and observe the stress and displacement of the roadway surface.
As shown in Figure 11, the mining of the working face has a strong disturbance to the surrounding rock of the roadway, and the surrounding rock of the roadway produces a large range of stress concentration areas. In the initial stage of mining, the stress concentration of the roadway roof is the most obvious. With the advance of the working face, the influence of mining on the roadway is weakened. At this time, the stress concentration value of the roadway roof is obviously reduced, and the two sides of the roadway are weakened with the increase of advancing distance of the working face. e stress concentration of the roof and two sides is approximately 19.59 and 13.50 MPa when the mining advancement of the 11123 working face is 12 m. e surrounding rock of the roadway is affected by the stress concentration, the surrounding rock of the roadway will produce a large area of broken area, and at the same time, it will increase the scope of the plastic zone of the surrounding rock, which easily produces large-scale deformation and instability. e stress release of the roof and two sides in the goaf stress release area reaches 0. Row and line space 700 × 700 mm Figure 9: Schematic diagram of reinforcement and support + original support.

Grid refinement area
Cross position

Contact roadway
Floor roadway of the working face Figure 10: FLAC3D numerical analysis model.

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capacity of the surrounding rock reduces, and the surface deformation of the surrounding rock increases due to the large stress release value of the surrounding rock of the roadway. As shown in Figure 12, the deformation of the roadway surrounding rock increases with the increase of advancing distance of the working face, and the deformation of the roadway roof is the most serious. With the advance of the working face, the influence of mining on the surrounding rock of the roadway is deepened, and the disturbance produced by working face advancing continuously acts on the roadway. e roadway surface will produce a   Figure 13, the stress concentration area and the peak value of the roadway surrounding rock show an obvious weakening trend. With the advance of the working face, the influence of mining on the roadway is weakened. After reinforcement and support, the bearing structure of the surrounding rock makes the stress of the surrounding rock of the roadway tend to a stable state, weakening the influence of advancing of the working face on the surrounding rock of the roadway, and the support of the roadway effectively slows down the deformation trend of the surrounding rock of the roadway. e peak stress concentration of the roof and two sides decreased to 18.20 and 13.30 MPa, respectively, and the range of stress concentration significantly reduced. e stress release value of the roof and two sides increased from 0.85 MPa to 2.65 MPa, which avoided the phenomenon of decreasing bearing capacity of the surrounding rock and increasing surface deformation of the surrounding rock due to excessive stress release.

Evolution Characteristics of the Surrounding Rock of the Roadway after Reinforcement. As shown in
As shown in Figure 14, the integrity and bearing capacity of the roadway surrounding rock increase after reinforcement and support. e overall displacement of the roadway  surrounding rock decreases, the influence of mining on surrounding rock deformation is weakened, and the deformation of the surrounding rock tends to be stable in the latter stage, and the deformation of the surrounding rock is in a controllable state. Stress release leads to the reduction of surrounding rock bearing capacity, and the surrounding rock of the roadway is affected by mining due to the advancement of the working face in the early stage, and the influence of these two factors on the surface displacement of the roadway surrounding rock decreases. e surface displacement of the surrounding rock of the roadway is reduced from 12.8 cm to 6.4 cm, and the reinforcement control effect is acceptable.

Engineering Application
e reinforcement scheme is proposed to prevent instability and damage in the floor roadway of the 11123 working face in Pan'er Mine caused by the mining stress. e effect of the reinforcement and support plan is evaluated through field observation during the advancing process of the working face. Displacement monitoring points are designed on the roof and two sides of the roadway to monitor the deformation of the roadway roof and two sides, as shown in Figure 15. Figure 15 shows that the displacement of the surrounding rock on the roof and two sides is approximately 8   Advances in Civil Engineering 13 and 5.6 cm, respectively, and the phenomenon of anchor bolt and cable breaking away from anchor is absent. e field monitoring data showed that the reinforcement scheme improves the bearing capacity and stability of the roadway roof and two sides, and the surrounding rock deformation is appropriately controlled.

Conclusion
(1) e abutment pressure produced by the mining of the overlying working face forms the stress concentration on the surface of the floor roadway, which can easily cause a large-range displacement of the surrounding rock on the roadway surface. e reinforcement and support should be carried out on the floor roadway to avoid instability and damage of the floor roadway. (2) e change of stress and displacement of the roadway surrounding rock before and after reinforcement is assessed via numerical simulation. e results showed that the surrounding rock demonstrated a higher peak stress concentration before reinforcement than after reinforcement, and the roadway surrounding rock clearly exhibited less surface displacement after reinforcement than before reinforcement. e reinforcement scheme demonstrates satisfactory control effect.
(3) e reinforcement and support scheme based on the mechanical analysis of the instability and failure of the floor roadway of the working face is proposed to increase the integrity and bearing capacity of the surrounding rock of the roadway. e engineering measurement results showed that the displacement of the roadway roof and two sides of the surrounding rock is only around 8 and 5.6 cm, respectively, with evident surrounding rock control effect. e reinforcement and support scheme meets the requirements of mine safety production.
Data Availability e nature of the data is the field observation data, numerical simulation data, and the theoretical calculation data. e data used to support the findings of this study are available from the corresponding author upon request.

Conflicts of Interest
e authors declare that they have no conflicts of interest.