Study on Safety Control of Large-Section Roadway with High Stress and Broken Surrounding Rock

In order to solve the problem of diﬃcult support of the roadway with high stress and large-section broken surrounding rock, this paper takes the subinclined shaft in Gaokeng mine of Jiangxi Province as the engineering background, analyzes the deformation mechanism and support mode of the roadway under the inﬂuence of mining through ﬁeld investigation and mechanical derivation, and concludes that the stress concentration point of the roadway is in the middle point of roof and ﬂoor and the middle point of left and right sides. Through the modeling analysis of FLAC3D numerical software and the comparison of various support schemes, it is concluded that, after the combined support method of “anchor, net, and spray+grouting+ full-section anchor cable +ﬂoor anchor cable“ is adopted, the convergence of roof and ﬂoor is reduced by 508mm, and the convergence of two sides is reduced by 663mm. And, it is applied in engineering practice. The results show that the combined support scheme can eﬀectively control the stability of the surrounding rock.


Introduction
Although China's coal mine mortality rate is decreasing year by year, the number of deaths by 2017 is as high as 375, with a million-ton mortality rate higher than that in developed countries, as shown in Figure 1. With the increase of mining depth and intensity of coal resources, mine roof accidents are increasing, which seriously threaten the safety of coal mining. In the past five years, there have been 9009 coal mine deaths due to roof accidents in China, accounting for 38 percent. erefore, strengthening the research of the coal mine roadway support is the focus of coal mine safety.
According to statistics, the mining depth of many mining areas in China has exceeded 600∼800 m, and many coal mines in China are expected to enter the mining depth of 1000∼1500 m in the next 20 years. In recent years, with the improvement of heavy mining equipment and the promotion of the large mining-height working face, the roadway section increases from 10 m 2 ∼15 m 2 to 18 m 2 ∼20 m 2 and even larger, and the large-section roadway becomes the development trend of the modern mine. However, the large-section roadway has the disadvantages of easy settlement, easy instability, and difficult support. ese factors affect the safety of the roadway, so how to take protective measures has always been a research topic of the industry. At present, there are many research results in the research of roadway safety control, such as Zhu et al. [1] through the on-site roof exploration test, using numerical simulation to analyze the failure process of the roadway roof, so as to elaborate the failure mechanism of the roadway roof, put forward bolt + wood combined support technology, and achieve good support effect. Yang et al. [2] analyzed the stress characteristics and crack evolution process of the roadway under different supporting forms for the soft-rock roadway and thus proposed the "bolt-mesh-spraying concrete + shell" combined support scheme, which effectively controlled the large deformation of the roadway. And, many scholars [3][4][5][6] proposed various combined support methods for complex geological conditions. Wang et al. [7] and Bai and Hou [8] believe that stress is an important factor in roadway deformation, and the former thinks that the causes of roadway safety are excessive pressure and stress concentration of the surrounding rock. ey optimized the optimal setting position of the pressure relief groove on the existing basis and effectively controlled the deformation of the surrounding rock. e latter thinks that the supporting technology of controlling the stress of the deep surrounding rock should start with controlling the stress and improving the strength of the broken zone of the surrounding rock. However, in the aspect of high stress and large-section roadway, the current research results are still relatively scarce. Zhang et al. [9] supported the concrete-filled steel tube in the high and deep stress roadway. Ping et al. [10] and many scholars [11][12][13][14][15] proposed that the main reason of the roadway broken ring is the instability of the structure under high stress, so it is particularly important to improve the stability and bearing capacity of the supporting structure. erefore, on the basis of these methods, taking Gaokeng coal mine in China as the background, the failure mechanism of the subinclined shaft under the mining influence was analyzed in this paper, and the "anchor, mesh, and spray + grouting + full-section anchor cable + floor anchor cable" supporting scheme was put forward. rough the numerical simulation and field application, the results show that the combined support method can effectively complete the safety control of the large-section roadway.

Stress Analysis of the Roadway Surrounding Rock under Mining Influence
In practice, the characters of the roadway are complex and diverse, and the surrounding rock of the roadway is heterogeneous and discontinuous. ere are many difficulties in establishing the mathematical model. erefore, it is necessary to make some reasonable assumptions. Firstly, the roadway is assumed to be a circular roadway, and then, the surrounding rock is analyzed as a homogeneous and continuous elastic body, and the model is shown in Figure 2: From elastic mechanics, the stress solution of the circular hole is as follows: where σ r is the radial stress, σ θ is the hoop stress, σ x is the horizontal stress, σ y is the normal stress, r is the tunnel radius, R is the radial distance from point A to roadway center, and θ is the angle between the OA direction and horizontal line. It can be concluded from formulas (1) and (2) that the stress value has nothing to do with the mechanical parameters of the surrounding rock, but only with the horizontal stress σ X and vertical stress σ y , and they are as follows: In the formula, c is the average bulk density of rock mass, H is the burial depth, and λ is the lateral pressure coefficient.
When the roadway design is completed, its c, H, and r have been determined, so the unknown quantities in equation (2) are λ, R, and θ; when R � r is considered, equation (2) can be expressed as follows: e function graph of equation (5) is drawn by Matlab, as shown in Figure 3.
It can be seen from Figure 3 that when it is about 0°, 90°, 180°, and 270°, the function has extreme points, that is, the midpoint of the roof and floor of the roadway and

Numerical Simulation of Stability Analysis of Bottom Dark Inclined Well under Mining Influence
is simulation is based on the engineering geological conditions of the subinclined shaft in the Gaokeng Mine, Jiangxi Province. e subinclined shaft is arranged in the coal seam 3 floor, and the roadway section is 4.2 m × 3.9 m. e anchor net ladder spray, arch shed, reticulated shell, and other supporting methods are adopted, which are the main coal transportation systems at the three levels and below. e roadway is arranged in the coal seam 3 floor and bottom conglomerate layer from top to bottom, and the roadway is arranged in the bottom conglomerate, as shown in Figure 4.
In order to determine the loose range of the surrounding rock of the inclined shaft in the dark belt, the surrounding rock detection test was carried out. It can be seen that, in the surrounding rock of the inclined shaft roof in the dark belt, the cracks at 5 m-10 m are more developed, the surrounding rock is broken seriously, and there are obvious longitudinal cracks at 5 m. In the wall rock, the most developed part of the crack is within 8 m, and the other parts are relatively complete.
e roof and support of the roadway subsided as a whole. e roof fall occurred in many places from −140 m to −160 m elevation and showed the form of sharp tops, which indicated that the roof had a high horizontal stress state. And, at the elevation of −160 m and the area below, it can be seen that there is an obvious fracture area in the part of the roof surrounding rock with the depth of 500 mm. When drilling the anchor rod, the two sides bulge out into the roadway, spray layer falls off, phenomenon of spalling occurs, and damage is asymmetric. e damage of the side near the advancing direction of the working face is clearly serious. e most serious damage is found in the coal seam section where the underground inclined shaft passes through the bottom groove, and the spalling depth of the right-side slope is more than 1400 mm, as shown in Figure 5. e floor heave is obvious, and the extrusion converges at the bottom corner. e lithology classification and mechanical parameters of this simulation model are shown in Table 1. e specific model is shown in Figure 6.
Cyclic excavation of coal seam 3 is carried out during the calculation because the influence of coal seam excavation on the subinclined shaft is a dynamic process. In order to describe the cross mining process, considering the advance abutment pressure in front of the work 5∼10 m, so taking the overlying coal seam working face and the bottom plate at the horizontal distance of 40 m and 10 m, the stress and plastic zone of the dark inclined shaft are analyzed.
It can be seen from Figures 7 and 8 that, during the whole excavation process, the vertical stress changes of the two sides are greater than the horizontal stress changes of the roof and floor. In the process of advancing, the vertical stress is mainly concentrated in the deep left side, and after the working face is pushed, the vertical stress changes to be concentrated in the deep right side. e shear stress has also changed greatly in the process of advancing. e shear stress of the bottom corner of the left side and the top corner of the right side increases at the beginning of the advancing process. After the working face is pushed, the shear stress of the top corner of the left side and the bottom corner of the right side increases, and the maximum value is larger than before. e change of the plastic zone reveals the process of roadway failure and is closely related to the change of stress. e first failure area is at the bottom corner of the left side and the top corner of the right side. With the advance of the working face and shortening of the horizontal distance from the dark inclined shaft, the two sides continue to damage. e top angle of the left side and the bottom angle of the right side are also seriously damaged, which leads to the increase of the hanging length of the roof and floor, and finally, the roof and floor begin to be seriously damaged.
In the process of excavation, the displacement measuring points are arranged at the midpoint of the roof and floor and the midpoint of the two sides, and the monitoring results are       Advances in Civil Engineering calculated to obtain the deformation of the surrounding rock of each excavation roadway. In the process of working face advancing, the destruction of the two sides is prior to the destruction of the roof and floor, so the deformation of the two sides in the process of working face pushing close to the subinclined shaft is greater than that of the roof and floor. When the working face is pushed above the subinclined shaft because the two sides have been destroyed, the roof and floor begin to be seriously damaged due to the increase of the hanging length. In order to investigate the circumferential stress variation process around the inclined shaft in detail, measuring points are arranged at 3 m depth of the two sides to monitor the vertical stress variation, and the monitoring results are shown in Figure 9. It can be seen from Figure 10 that the vertical stress of the two sides is greatly affected by mining and changes rapidly. It      Advances in Civil Engineering begins to rise rapidly at 30 m and reaches the peak of 16 MPa at 10 m. e horizontal stress of the roof and floor is less affected, which has reached the peak of 14 MPa and then began to decline, and there is a rebound at 15 m. e biggest difference is that the horizontal stress of the roof and floor and the vertical stress of the two sides did not rise back to the initial state after the working face was pushed. e main reason is that the surrounding rock enters the plastic zone due to the influence of high stress, and the rock enters the postpeak strength stage, which has lost its bearing capacity.

Conceptual Design.
is numerical simulation mainly analyzes the numerical calculation models of different supporting methods in the process of coal seam 3. e model still uses the numerical calculation model established above. For comparison, four schemes are determined in this simulation, as shown in Table 2. Figures 11-15 that, in the case of no support, the roadway deformation is serious, the roadway roof and floor convergence is 792 mm, and the two sides' convergence is 850 mm. After using "anchor, net, and spray + grouting" support, the roof and floor movement is reduced by 223 mm, and the two sides' movement is reduced by 414 mm. It can be seen that the surrounding rock of the two sides of the roadway is under certain control, but the control effect of floor heave is not obvious. At this time, the floor heave of the roadway is 334 mm, which becomes the main part of the roadway deformation. After adopting "anchor, net, and spray + grouting + full-section anchor cable" support, the displacement of the roof and floor is reduced by 427 mm, and the displacement of two sides is reduced by 642 mm. e deformation of the surrounding rock of the roadway is controlled effectively. After adopting supporting scheme 4, the deformation was further controlled, in which the displacement of the roof and floor was reduced by 508 mm, the displacement of the two sides was reduced by 663 mm, and the surrounding rock of the roadway remained stable. erefore, it was reasonable to adopt the support method of "anchor, net spray + grouting + full-section anchor cable-+ floor anchor cable."

Engineering Application
In the subinclined shaft with the elevation of −205 m-−240 m, because it has entered the floor of coal seam 3, the surrounding rock is relatively complete, but the vertical distance from coal seam 3 is small, so it is still necessary to strengthen the support. e specific layout is shown in Figure 16. e cross method is used to monitor the surface deformation of the roadway. In order to analyze the supporting effects of three different supporting schemes, the observation results are shown in Figures 17 and 18.
It can be seen from the displacement monitoring map that the deformation of the dark inclined shaft changes greatly between the 25th day of monitoring and the 50th day of monitoring. At this time, the horizontal distance between the working face and floor roadway is 40 m to −10 m, and the working face has no effect on the stability of the surrounding rock of the dark inclined shaft. e deformation of station 2 is   less than the other two, which shows that grouting has a significant effect on improving the stability of the roadway. e deformation rate of station 3 is faster, which is related to the small vertical distance between the measuring point position and overlying coal seam. However, because the spacing between the anchor cables is encrypted in the support scheme, the cumulative deformation is still close to that of station 1. In short, according to the monitoring results, the Contour of Z-displacement Plane: on Magfac = 1.000e + 000 -3.8950e -001 to -3.0000e -001 -3.0000e -001 to -2.0000e -001 -2.0000e -001 to -1.0000e -001 -1.0000e -001 to 0.0000e + 000 0.0000e + 000 to 1.0000e -001 1.0000e -001 to 2.0000e -001 2.0000e -001 to 3.0000e -001 3.0000e -001 to 4.0000e -001 4.0000e -001 to 4.0101e -001 Interval = 1.0e -001 Step 65438  Plane normal: X: 0.000e + 000 Y: 1.000e + 000 Z: 0.000e + 000 Contour of X-displacement Plane: on Magfac = 1.000e + 000 -3.9742e -001 to -3.0000e -001 -3.0000e -001 to -2.0000e -001 -2.0000e -001 to -1.0000e -001 -1.0000e -001 to 0.0000e + 000 0.0000e + 000 to 1.0000e -001 1.0000e -001 to 2.0000e -001 2.0000e -001 to 3.0000e -001 3.0000e -001 to 4.0000e -001 4.0000e -001 to 4.5264e -001 Interval = 1.0e -001 Step 65438     maximum displacement of the roof and floor is 168.5 mm, the displacement of left and right sides is 119.3 mm, and the deformation of the surrounding rock is within the allowable range, which fully proves that the combined support technology of anchor, net, and spray + grouting + full-section anchor cable is feasible and can maintain the long-term stability of the floor dark inclined shaft. e support for the actual project is shown in Figure 19.

Conclusions
(1) e failure of the roadway supporting structure and the serious deformation of the roadway itself are due to the high stress level of the surrounding rock in the roadway, so floor heave, spalling, and tipping are produced. (2) Under the influence of disturbance in the process of excavation, the dark inclined shaft begins to deform at 60 m away from the working face, and the deformation is the largest at 10 m to −10 m away from the working face, and the influence is the deepest, but the working face is pushed over 60 m and out of the influence range. (3) Using the combined support method of "anchor, mesh, and shotcreting + grouting + full-section anchor cable," the maximum displacement of the top and bottom plate is 168.5 mm, which is reduced by 64%, and the displacement of the left and right side is 119.3 mm, which is about 78% less, which shows that this support method plays a good role

Data Availability
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 regarding the publication of this paper.  Figure 19: Support graphs.
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