Analysis of Influence Law of Burial Depth on Surrounding Rock Deformation of Roadway

In order to study the inﬂuence of burial depth on the roadway deformation, the deformation data of more than 100 roadways were collected and classiﬁed. The results have shown that, in the ﬁrst 5 days of new digging roadways, the surrounding rock deformation is basically not aﬀected by the buried depth. The inﬂuence period of roadway deformation with diﬀerent depths is the same, namely, the severe period (1 ∼ 15 days), the mitigation period (15 ∼ 35 days), and the stable period (35 ∼ 50 days). With the increase in depth, the surrounding rock deformation increment of new digging roadways with a depth of 300 ∼ 600 m is much larger than that of 600 ∼ 900 m. Within 100m of the working face from the monitoring point, the deformation of mining roadways can be divided into two stages: severe impact (10 ∼ 60 m) and stable impact (60 ∼ 100m). With the increase in depth, the deformation increment of the surrounding rock in the mining roadways with a depth of 600 ∼ 900 m is much larger than that of 300 ∼ 600 m. The surrounding rock deformation increases with the increase in the width and height of roadways and gradually increases with the decrease in the strength of rock mass.


Introduction
In recent years, the mining quantity of coal resources is growing, and coal mining has been extending to the deep earth. With the increase in mining depth, the environment of "high geostress, high geothermal, high osmotic, and strong mining disturbance" has an obvious influence on the failure extent of roadway surrounding rock. As a result, the surrounding rock demonstrates a series of response problems such as discontinuous, uncoordinated large deformation, and large-scale instability [1][2][3][4][5].
erefore, many scholars have conducted a large number of experimental studies on ground control of roadways and made great progress, and they put forward a series of new theories and technologies to improve the instability of roadways caused by the increase in mining depth to some extent. Bai et al. [6] monitored the deformation of the air roadway surrounding rock with a burial depth of 300 m and obtained that the maximum relative displacement of the roadway roof to floor and two sides were 50 mm 68 mm, respectively. Kang et al. [7] monitored the deformation of the machine roadway surrounding rock with a burial depth of 400 m in Chuanjing coal mine and obtained that the maximum relative displacement of the roadway roof to floor and two sides were 110 mm and 105 mm, respectively. Li et al. [8] monitored the deformation of the machine roadway surrounding rock with a burial depth of 600 m in Xutuan coal mine and obtained that the maximum relative displacement of the roadway roof to floor and two sides were 280 mm and 380 mm, respectively. Yu et al. [9] monitored the deformation of the wind roadway surrounding rock with a burial depth of 800 m in Qujiang coal mine and obtained that the maximum relative displacement of the roadway roof to floor and two sides were 285 mm and 200 mm, respectively. Wu et al. [10] monitored the deformation of the track roadway surrounding rock with a burial depth of 900 m in Qujiang coal mine and obtained that the maximum relative displacement of the roadway roof to floor and two sides were 350 mm and 360 mm, respectively. Kang et al. [11] analyzed the influence of rock burst on the deformation and failure characteristics of the surrounding rock and revealed that to protect the integrity of surrounding rock, it is necessary to form a support stress field in the surrounding rock and reduce the stress concentration factor to give full play to the impact resistance of surrounding rock. Wang et al. [12] studied the influence of support resistance on surrounding rock deformation of the deep high-stress roadway by using Kastner and other relevant theories. ey believed that the present supporting system exerted limited influences on the continuous deformation and proposed that the support concept should be transferred from deformation control to stability control to ensure even and coordinated deformation of the roadway. Bai et al. [13] analyzed the deformation and failure characteristics of mining roadway floor and proposed that the key point of floor heave control in mining roadway was to support the broken floor, increase the intensity after the peak and residual intensity, and reduce the size of the floor without support. Ma et al. [14] analyzed the influence of the formative mechanics and morphological characteristics of the plastic zone of surrounding rock on the stability of the roof and concluded that in order to ensure the roof stability, the support must have enough length and extension performance. Yu et al. [15] analyzed the failure characteristics of half coal rock roadway and believed that the support of two sides was the key, and they put forward the supporting system with "the anchor, net, cable, and beams" as the core.
Although a lot of studies have been conducted on roadway deformation at present, when coal mines turn to deep mining, the research on the failure mechanism of deep dynamic pressure roadway is still insufficient. e influence of factors, especially, such as burial depth on roadway deformation law, needs further study.

Data Collection of Roadway Surrounding Rock Deformation
By consulting the literature about the ground control of roadways, the deformation data of about 100 roadways with different buried depths were collected. ese roadways have the following characteristics: (1) In the roadways, bolt, cable, metal net, steel reinforcement ladder beam, shotcrete, and other supporting methods are generally adopted (2) When the buried depth of roadway is less than 300∼400 m, anchor cable is not widely used and grouting support is seldom used (3) When the buried depth of roadway exceeds 500 m, roadway support begins to use anchor cable, grouting bolt grouting, and other supporting methods (4) With the increase in buried depth of roadway, the supporting density of bolt and cable increases According to the location and service period of the roadway, the surrounding rock deformation data were divided into two categories: new digging roadway deformation and mining roadway deformation.

Analysis of New Digging Roadway Deformation
3.1. Displacement of Roadway Roof to Floor. According to the burial depth and excavation time of roadways, the deformation data of new digging roadways were classified and analyzed. e scatter diagrams of surrounding rock deformation were obtained and the deformation data was fitted by a quadratic polynomial. Figures 1 and 2 show the displacement of roof to floor on the 5 th and 15 th day after roadway excavation, respectively, 5∼150 mm and 25∼250 mm. By curve fitting of deformation data with MATLAB, the relationship between the buried depth and the displacement of roof to floor is obtained: y � −1.872 * 10 −4 x 2 + 0.279x − 46.533 and y � −3.315 * 10 −4 x 2 + 0.567x − 98.193.
According to the fitting curve result (Figure 1), in the first 5 days after roadway excavation, the differences of displacement of roof to floor with different buried depths are minor.
e displacement of roadway roof to floor is not affected by burial depth.
As shown in Figures 3 and 4, on the 25 th and 35 th day after roadway excavation, the displacement of roof to floor is 25∼300 mm and 40∼330 mm, respectively. e relationship between the buried depth and the displacement of roof to floor is obtained: y � −4.475 * 10 −4 x 2 + 0.793x − 143.521 and y � −4.561 * 10 −4 x 2 + 0.864x − 149.702. Figures 5 and 6 show the displacement of roof to floor on the 45 th and 50 th day after roadway excavation, respectively, 45∼380 mm and 50∼385 mm. e relationship between the buried depth and the displacement of roof to floor is obtained: y � −4.338 * 10 −4 x 2 + 0.871x − 144.119 and y � −4.188 * 10 −4 x 2 + 0.86x − 137.494. Figure 7 is a 3D stereogram composed of roadway excavation time, burial depth, and roof to floor deformation velocity. Figure 8 is the comparison diagram of roadway deformation curves obtained by fitting formulas. From Figures  7 and 8, the results are as follows: (1) During the 1∼15 days after excavation, the displacement of roof to floor with different depths increases sharply with the increase in time.

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(4) During the 35∼50 days after excavation, the deformation velocity of roof to floor gradually decreases compared with the previous stage, and finally tends to be stable. e deformation velocity difference of roof to floor with different depths is small.
According to the quadratic polynomial of the fitting curve, the displacement of roadway roof to floor on the 50 th day after roadway excavation was calculated, as shown in Table 1.
As can be seen from Table 1, the difference value of roof to floor decreases gradually with the increase in depth. e difference value of roof to floor displacement between 300 m and 600 m buried depth is 144.9 mm. e difference value of roof to floor displacement between 600 m and 900 m buried depth is 69.6 mm which is about half of the difference value between 300 and 900 m depth. Figures 9  and 10, on the 5 th and 15 th days after the roadway was excavated, the displacement of two ribs is 5∼140 mm and 20∼240 mm, respectively. e relationship between the buried depth and the displacement of ribs is obtained: y � −2.024 * 10 −4 x 2 + 0.258x − 29.075 and y � −3.127 * 10 −4 x 2 + 0.461x − 38.075.

Displacement of Roadway Ribs. As shown in
According to the fitting curve ( Figure 9), in the first 5 days after roadway excavation, the differences of roadway ribs displacement with different depths are minor. e displacement of roadway rib to rib is not affected by depth.
As shown in Figures 11 and 12, on the 25 th and 35 th days after the roadway was excavated, the displacement of two ribs is 45∼300 mm and 50∼340 mm, respectively. e relationship between the buried depth and the displacement of ribs is obtained: y � −3.721 * 10 −4 x 2 + 0.582x − 44.935 and y � −3.216 * 10 −4 x 2 + 0.58x − 32.528..

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As shown in Figures 13 and 14, on the 45 th and 50 th days after roadway excavation, the displacement of two ribs is 50∼370 mm and 55∼375 mm, respectively. e relationship between the buried depth and the displacement of ribs is obtained: Figures 15 and 16 were obtained according to the displacement of roadway ribs at different time points. Figure 15 is a 3D stereogram composed of roadway excavation time, burial depth, and roadway ribs deformation velocity. Figure  16 is the comparison diagram of roadway deformation curves obtained by fitting formulas. From Figures 15 and 16, the results are as follows: (1) During 1∼15 days after excavation, the displacement of two ribs with different burial depths increases sharply with the increase in time.
(2) During 15∼35 days after excavation, the displacement of roadway roof to floor increases with the increase in buried depth, and the displacement of two ribs with the same buried depth decreases gradually with the increase in time. (3) With the increase in excavation time, the increment of deformation velocity of two ribs decreases with the increase in burial depth. (4) During the 35∼50 days after excavation, the deformation velocity of two ribs gradually decreases compared with the previous stage and finally tends to be stable. e deformation velocity difference of roadways ribs with different depths is small.
According to the quadratic polynomial of the fitting curve, the displacement of roadway ribs on the 50 th day after roadway excavation was calculated, as shown in Table 2.
As can be seen from Table 2, the difference value of ribs displacement decreases gradually with the increase in depth. e difference value between 300 m and 600 m depth is    e difference value between 600 m and 900 m depth is 57.5 mm, which is 38.2 mm less than the difference value between 300 m and 600 m depth.

Analysis of Roadway
Deformation during Mining

Displacement of Mining Roadway Roof to
Floor. e roadway deformation data within 100 m away from working face to monitoring points were collected.
As shown in Figures 17 and 18, when the working face is 80 m and 60 m away from the monitoring point, the displacement of roadway roof to floor is 20∼60 mm and 35∼115 mm, respectively. e relationship between the burial depth and the displacement of roof to floor is obtained: y � 2.931 * 10 −5 x 2 + 0.005x + 17.376 and y � 8.544 * 10 −5 x 2 − 0.005x + 44.761.
According to the fitting curve ( Figure 17), the displacement of roof to floor gradually increases with the increase in depth, while the displacement increment caused by mining is small.
As shown in Figures 19 and 20, when the working face is 40 m and 20 m away from the monitoring point, the displacement of roadway roof to floor is 75∼195 mm and     Advances in Civil Engineering 5 120∼305 mm, respectively.
According to the result of fitting curves (Figures 19 and  20), as the face advances, the increase in displacement increment of roof to floor is accomplished with the increase in buried depth.
As shown in Figure 21, the displacement of roof to floor 10m away from the working face is 175∼425 mm. e relationship between the buried depth and the displacement of roof to floor is obtained: y � 3.527 * 10 −4 x 2 − 0.009x + 163.026.
According to the result of the fitting curve (Figure 21), the displacement of roof to floor with a depth of 300∼400 m has a small difference. After exceeding the depth, the displacement of roof to floor increases sharply as the depth increases. Figure 22 shows the comparison of roof to floor displacement fitting curves at the monitoring points 80 m, 60 m, 40 m, 20 m, and 10 m away from the face. e slope of the fitting curve 80m away from the working face is similar to that of 60 m. When the monitoring point is 100∼60 m away from the face, the displacement of roof to floor is little affected by mining and burial depth. When the distance from the monitoring point to the face is less than 60 m, the displacement of roof to floor is gradually influenced by mining and burial depth. e slope of the fitting curves gradually increases with the decrease in the distance between the monitoring point and the face. At the same time, the displacement increment of roof to floor increases with the increase in depth.
According to the fitting curve quadratic polynomial, the final displacement of roof to floor 10 m away from the working face was calculated, as shown in Table 3.
As can be seen from Table 3, the difference value of roof to floor displacement between 300 m and 600 m depth is 92.5 mm. e difference value of roof to floor displacement    between 600 m and 900 m depth is 156 mm, which is 63.5 mm more than that of 600 m and 900 m depth. e displacement increment of roof to floor increases with the increase in depth. Figures 23 and 24, when the working face is 80 m and 60 m away from the monitoring point, the displacement of roadway rib to rib is 20∼60 mm and 55∼140 mm, respectively. e relationship between the buried depth and the displacement of rib to rib is obtained: y � 2.791 * 10 −6 x 2 + 0.044x + 17.68 and y � 2.345 * 10 −5 x 2 + 0.085x + 44.73.

Displacement of Mining Roadway Ribs. As shown in
According to the result of the fitting curve ( Figure 23), with the increase in the buried depth, the displacement of ribs gradually increases, while the displacement increment is little affected by mining.
As shown in Figures 25 and 26, when the working face is 40 m and 20 m away from the monitoring point, the displacement of ribs is 95∼225 mm and 145∼330 mm,      Advances in Civil Engineering 7 respectively. e relationship between the buried depth and the displacement of ribs is obtained: y � 8.249 * 10 −5 x 2 + 0.069x + 93.766 and y � 2.992 * 10 −4 x 2 − 0.076x + 171.313. According to the results of the fitting curve (Figures 25  and 26), as the working face advances, the displacement increment of ribs gradually increases with the increase in the depth.
As shown in Figure 27, when the working face is 10 m away from the monitoring point, the displacement of ribs is 200∼450 mm. e relationship between the buried depth and the displacement of ribs is obtained: y � 4.942 * 10 −4 x 2 − 0.187x + 224.796.
According to the results of the fitting curve (Figure 27), when the depth is between 300 and 400 m, the displacement of ribs is similar. After exceeding this range, the displacement of ribs increases sharply with the increase in depth. Figure 28 shows the comparison of ribs displacement fitting curves at the monitoring points 80 m, 60 m, 40 m, 20 m, and 10 m away from the face. e slope of the fitting curve 80m away from the working face is similar to that of 60 m. When the face is 100∼60 m away from the monitoring point, the displacement of ribs is little affected by mining and burial depth. When the distance from the monitoring point to the face is less than 60 m, the displacement of ribs is gradually influenced by mining and burial depth. e slope of the fitting curves gradually increases with the decrease in the distance between the monitoring point and the face. At the same time, the displacement increment of ribs increases with the increase in depth.
According to the fitting curve quadratic polynomial, the final displacement of ribs 10 m away from the working face was calculated, as shown in Table 4.
As can be seen from Table 4, the difference value of ribs displacement between 300 m and 600 m depth is 77.3 mm. e difference value of ribs displacement between 600 m and 900 m depth is 233.7 mm, which is 156.4 mm more than the difference value between 600 m and 900 m depth. e displacement increment of ribs increases with the increase in depth.
To sum up, the deformation of roadway surrounding rock within 100 m away from the face shows the following laws: (1) Within the range of 100∼60 m away from the working face, the deformation of the roadway surrounding rock increases slightly with the decrease in the distance from the face to the monitoring point. At the same, the displacement increment of surrounding rock increases gradually with the increase in depth. is range is the stable range affected by mining (2) Within the range of 60∼10 m away from the working face, the deformation of roadway surrounding rock with the same buried depth increases sharply with the decrease in the distance between the face to the monitoring point. e displacement increment of surrounding rock increases with the increase in depth.
e deformation of surrounding rock increases sharply with the face advances. is range is the severe range affected by mining.
(3) After the buried depth exceeds 600 m, the buried depth has a great effect on the deformation of roadway surrounding rock.

Analysis of the Causes of Roadway Deformation
Experts and scholars generally believe that the instability of roadway surrounding rock is caused by the insufficient bearing capacity and supporting force of surrounding rock. erefore, they focus on the study of supporting structure and ignore the analysis of the bearing capacity of surrounding rock itself. e bearing capacity of roadway free face to different areas in the deep surrounding rock is different [16].

Correlation between Roadway Deformation and In Situ
Stress. In situ stress is the essential force of rock deformation and failure, and it is the precondition for stability analysis of surrounding rock [17]. In 1926, the Soviet scholar A. H. Dinnik revised Heim's hydrostatic pressure hypothesis, believing that the vertical stress at each point in the crust is equal to the weight of the overlying strata. e lateral stress (horizontal stress) is the result of the Poisson effect, regardless of tectonic stress, and this value should be cH multiplying a correction factor. According to the theory of elastic mechanics, he thought that this coefficient is equal to v/(1 − v) and obtained the relationship between burial depth and in situ stress: where σ v is vertical stress; σ h is horizontal stress; c is overlying strata bulk density; H is burial depth; and v is the Poisson rate of overlying strata.

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Due to a large amount of roadway deformation data and complicated classification, we simplified the analysis process of roof and floor lithology, so as to reflect the surface deformation law of roadway more directly. It is found that the surrounding rock of nearly 100 roadways is mainly composed of four representative types of rock: siltstone, mudstone, fine sandstone, and sandy mudstone, and their proportions are shown in Figure 29. According to the above calculation formula and rock mechanics parameters, assuming that the average bulk weight of overlying strata is 2400 kg/m 3 , the rock parameters are substituted into the formula to estimate the buried depth and in situ stress values corresponding to each rock strength, as shown in Table 5.
As can be seen from Table 5, after the burial depth exceeds 400∼500 m, the in situ stress is close to the limit value of cohesion of most roadway rock. e surrounding rock deformation data of the new digging roadway were classified according to different lithology, and the deformation curves of surrounding rock were obtained under different surrounding rock conditions. As shown in Figures 30 and 31, at the same buried depth, the deformation of the siltstone roadway is the smallest, while that of the mudstone is the largest. e slope of deformation curves decreases with the increase in buried depth. Table 6 shows the displacement of mudstone roadway ribs with different buried depths. e displacement increment of ribs with different depths decreases gradually with the increase in buried depth. e difference value of ribs displacement between 300 m and 600 m depth is 172.5 mm.
e difference value of ribs displacement between 600 m and 900 m depth is 59.9 mm, which is 112.6 mm less than the difference value of 300 m∼600 m depth.
As shown in Figures 32 and 33, the deformation of surrounding rock increases with the increase in roadway width and height. e slope of roadway deformation curves decreases with the increase in buried depth, which indicates that the effect of burial depth on the deformation of surrounding rock is gradually weakened. e ribs displacement curve with the roadway width of 3.5∼4 m was taken to obtain the rib to rib displacement of the roadway corresponding to different depths, as shown in Table 7.
As shown in Table 7, the deformation difference between the ribs decreases gradually with the increase in depth. e difference value of ribs displacement between 300 m and 600 m depth is 115.8 mm. e difference value of ribs displacement between 600 m and 900 m depth is 41.8 mm, which is 74 mm less than that of 300 m∼600 m depth.
In the above estimation, after the buried depth exceeds 400∼500 m, the in situ stress is close to the limiting strength of most roadway rock. However, in the actual deformation data, the limiting depth of roadway rock strength is 600 m.
is is because the rock mechanics parameters used to estimate the buried depth of rock limiting strength are measured under the uniaxial test, while the actual stress condition of surrounding rock is three-axis, so the buried depth of limiting strength has errors.

Causes of Roadway Deformation during Digging and
Mining. After roadway excavation, with the increase in buried depth (especially over 600 m), the deformation increment between roadways gradually decreases (see Figures  6 and 14). is is because the increase in buried depth (in situ stress) exceeds the limit of the cohesive force of rock mass, making the surrounding rock gradually transform from brittleness to ductility [18] and reducing the deformation energy of rock. Under the action of the reasonable support structure of roadway, the deformation of surrounding rock is controlled within the controllable range and finally tends to be stable.
In the mining stage of the working face, the roadway deformation increases gradually with the decrease in the distance between face and the monitoring point, and the  roadway deformation increment increases gradually with the increase in the depth. is is because the front pressure double increases in the process of the face advance. Meanwhile, the original support structure fails to control the deformation of surrounding rock. As a result, the deformation increment of surrounding rock gradually increases with the increase in depth in the process of the face advance.

Conclusions
(1) In the first 5 days after the roadway excavation, the surrounding rock deformation is basically not affected by the buried depth. e influence period of roadway deformation with different depths is the same. Within 50 days after roadway excavation, 1∼15 days is a severe period, 15∼35 days is a moderating period, and 35∼50 days is a stable period. (2) With the increase in buried depth, the deformation increment of new digging roadways decreases gradually. e deformation increment of surrounding rock with buried depth within 300∼600 m is about twice 600∼900 m. e buried depth of the limiting strength of most roadway surrounding rock is 600 m. (3) In the range of 100 m from the working face to the monitoring point, the surrounding rock deformation is affected by the front pressure of the face, which can be divided into two stages: severe influence range (10∼60 m) and stable influence range (60∼100 m). With the increase in buried depth, the deformation increment of mining roadway with buried depth within 600∼900 m is much larger than that within 300∼600 m. (4) e deformation of surrounding rock increases with the increase in the width and height of the roadway section and increases with the decrease in the strength of surrounding rock.
Data Availability e data were obtained from the CNKI database.

Conflicts of Interest
e authors declare no conflicts of interest.