Similar Physical Modeling of Roof Stress and Subsidence in Room and Pillar Mining of a Gently Inclined Medium-Thick Phosphate Rock

School of Resources and Environmental Engineering, Jiangxi University of Science and Technology, Ganzhou, Jiangxi 341000, China School of Resources Engineering, Xi’an University of Architecture and Technology, Xi’an, Shanxi 710000, China Sinosteel Maanshan General Institute of Mining Research Co. Ltd., Maanshan, Anhui 243000, China State Key Laboratory of Safety and Health for Metal Mines, Maanshan, Anhui 243000, China


Introduction
Gently inclined medium-thick orebodies are generally defined as those characters with a thickness of 5-15 m and a dip angle of 5-50°. e effective method of mining them has an intense interest in a wide range of rock engineering processes [1][2][3][4]. e thickness and dip angle of an orebody limit the flexible use of trolleybuses, which is a major problem in the mine output due to result in excessive losses. e room and pillar mining method has been considered as an effective mining strategy for gently inclined medium-thick orebodies [5][6][7]. However, this method greatly disturbs the initial stress within the rock. Due to mining activity, the overlying rock mass of the stope undergoes continuous dynamic changes in its stress and displacement fields under spatiotemporal dimension.
Most previous research in terms of metal and coal mines has only focused on gently inclined medium-thick phosphate orebodies [8][9][10][11]. ese investigations considered deformation and failure laws of the overlying rock mass affected by the stope parameters, room and pillar mining size, and the roof; for example, previous studies indicated that the careful selection of stope parameters plays an important role in ensuring a safe mining environment and in protecting surrounding buildings [12][13][14][15][16]. e load-bearing capacity of an ore pillar is positively related to its size [17,18]. Zhao et al. [19] considered the influence of burial depth and used Platts' theory to derive a theoretical formula for the optimal ore pillar size, combining this with the characteristics of phosphate rock. Li and Chai [20] established a mechanical model based on the medium-thick plate theory for metal mine caving and filling isolation pillars for selection of the pillar size. Wang et al. [21] used a numerical and similar physical model to analyze the stress and deformation of the roof and the failure rules for the overlying rock. Guan et al. [22] investigated a gently inclined mediumthick gold orebody by the numerical and physical models to assess the displacement and surface settlement rules for the overlying rock in a filling stope. Steel fiber-reinforced shotcrete is adopted by Zhang et al. [23] to improve the excavation rate and guarantee the safety of roadways when passing through unfavorable geological bodies.
However, phosphorite rock mines differ from metal and coal mines in terms of the orebody morphology, metallogenic regularity, stratum structure, and tectonic stress. e lower the rock strength, the higher the swelling, and rheological characteristics make the roof structure around an ore pillar more likely to fail under the mining and water load.
us, the objective of this study is to explore the deformation and failure laws for the rock surrounding the roof of a gently sloping medium-thick phosphate rock in room and pillar mining and to consequently identify an optimal stope structure within the No. 6 mining area of the Jinning Phosphate Mine in Yunnan Province, China. Similar physical experiments were adopted to investigate the rock mass stability of three stope structures consisting of 3 m, 5 m, and 8 m ore pillars. e findings of this study are of particular use for geotechnical engineering on providing guidelines for mining similar phosphate rocks to ensure the sustainable development of mining systems.

Engineering Background
e Jinning Phosphate Mine is located in Kunming City, Yunnan Province, China (see Figure 1). Figure 1 shows the location of the mine (see Figure 1(a)), the remote sensing image of the mine (see Figure 1(b)), and the current mine structure (see Figure 1(c)). It is a large sedimentary rock phosphate deposit located in the hinterland of the Yunnan Plateau. e elevation ranges from 2202.0 m to 2459.3 m above sea level. e single ore bed has a monoclinal structure that runs from north to south. e average thickness of the industrial layer is 10.45 m, with a phosphate ore percent of 26-30%. e orebody is classified as a gently inclined medium-thick phosphate orebody. After decades of pit mining, the western area of the No. 6 pit has been fully mined. e eastern area has a mining depth of 150-180 m, a 1000 m trend extension, and an inclination angle of 40-50°. If the phosphate rock had continued to be mined using an open pit, the mining operation would lose the economic and technical advantages. e transition from open pit to underground orebody mining would be the best strategy.
For underground mining, the roof rock and the mining pillars of a stope form a unified system, and the stability of the stope is determined by its structural parameters. Before the orebody is excavated, the stress in each stope is balance. After the initial orebody is excavated, the stress in the surrounding rock is redistributed.
is study was designed to investigate the stress and displacement laws of a gently inclined medium-thick phosphate rock and the rock surrounding a stope in room and pillar mining after continuous excavations. It is well known that the experiment/test is the most reliable way to study mechanical problems [24][25][26][27][28][29][30][31][32][33][34][35][36][37]; therefore, in this paper, a similar physical model was adopted with a stope structure consisting of a size of 10 × 10 m room with 3 × 3 m, 5 × 5 m, and 8 × 8 m pillars, respectively. e stress distribution of the surrounding rock, the change in the subsidence displacement of the overlying rock mass, and the roof deformation and failure laws were explored. Based on the deformation and failure of the surrounding rock, optimal structural parameters for the stope were identified.

Experimental Model Design
Experimental study needs a good design plan [38][39][40][41][42][43][44][45][46][47][48][49][50][51], and the No. 6 mining area of the Jinning Phosphate Mine is divided into nine rock strata based on a geological investigation. e depth of the rock strata ranges from +2283 m to +2050 m. e main phosphate rock strata have a burial depth of +2150 m and a thickness of 13.30 m. e model frame size is determined according to the prototype size and geometric similarity ratio. A plane stress model was selected for the simulation experiment with a model frame size of 3.00 × 0.30 × 2.00 m (length × width × height). In order to obtain similar experimental parameters, a preliminary uniaxial mechanical experiment was conducted, and the model similarity was determined based on similarity theory [52,53]. e geometrical similarity ratio, time similarity ratio, strength similarity ratio, and bulk density similarity ratio are 1 : 240, 1 : 16, 1 : 296.3, and 1 : 1.23, respectively. e initial conditions and boundary conditions of the model can be approximated as a homogeneous gravity field based on the field stress field data, which is similar to the prototype.
In the similar physical model, river sand, gypsum, and calcium carbonate were employed as the main aggregates. Cement, sawdust powder, mica, plastic, and motor oil were used as auxiliary materials. Borax and mica powder were used for the retarder and the sandwich material. Using an orthogonal experiment, 40 experimental proportioning schemes were designed and screened. Material proportioning schemes with similar mechanical properties to the prototype were selected. According to the geological conditions of the mining area, 9 types of rock formations were set up in this test and distinguished by different colors. e details are illustrated in Tables 1 and 2.

Experimental Excavation Plan
e similar physical model was used to investigate three stope structures, with a size of 4.1 × 4.1 cm mine room with 1.2 × 1.2 cm, 2 × 2 cm, and 3.3 × 3.3 cm pillars. Based on the geometrical similarity ratio (i.e., 1 : 240), the actual size of pillars was 10 × 10 m room with 3 × 3 m, 5 × 5 m, and 8 × 8 m pillars. Each stope structure was divided into nine mine rooms by using four excavation steps. An electric drill was adopted to excavate mine room once every 2 hours (total twice). e first step included mine room #1, the second step included mine rooms #2 and #3, 2 Advances in Civil Engineering the third step included mine rooms #4-6, and the fourth step included mine rooms #7-9. e details are illustrated in Figure 2. Stress sensors were used to monitor changes in the stress within the phosphate rock roof. Changes in displacement were monitored by using electronic total stations, and a camera was used to record the deformations of the surrounding rock and pillars.

Arrangement of Stress and Displacement Observation Points
A WS3811-J12 static resistance strain collector and BX-1 series soil sensors were installed to monitor roof stress. Stress observation points were located at a longitudinal distance of 6.

Test Results and Analysis
By monitoring the stress points, it was found that the initial stress of the three stope structures was the same, with the stress before excavation positively correlated with the buried depth. In particular, the stress at M1, M2, N1, N2, P1, and P2 was 12.00 kPa, while the stress at M3-M6, N3-N6, and P3-P6 was 12.40 kPa. Maps of the initial stress distribution were rendered using MATLAB software with cubic spline interpolation (see Figure 5). Because of the same initial stress of the stope structures, only the structure with 1.2 cm pillars is presented.  Figure 7 shows the deformation and failure characteristics of the roof for the 3 m ore pillars. Figure 7  Step 1 Step 2 Step 3 Step 4 After the first excavation step, mine room #1 formed a goaf. A pressure relief zone appeared above the roof of the stope, and the M3 stress fell from 12.40 kPa to 11.02 kPa. e stress of the overlying rock moved towards the front of the goaf under the influence of mining. e displacement measurement points L1-1 and L1-2 subsided slightly by −0.5 mm (actual scale −12 cm) and −0.13 mm (actual scale −3 cm), respectively. ere was a slightly loose area above the top plate, but the model was generally stable.
In the second excavation step, the range of the goaf was expanded into mine room #3. e stress relief area in the roof increased further, achieving the maximum stress relief     Advances in Civil Engineering pressure observed at M3 (3.32 kPa).
e area of increased pressure moved forward dynamically as the goaf experienced overburden stress. e impact range of the overburden rock subsidence increased from survey line L1 to L2. e maximum subsidence point was at L1-1 and L2-1 at a vertical distance of 15 m from the roof with a subsidence of −1.00 mm (actual size −29.0 cm) and −0.65 mm (actual size −15.6 cm), respectively. At the same time, a roof crack with 3.24 cm and loosening belts appeared in the upper left corner of mine room #1. Accompanied by a minor collapse, mine rooms #2 and #3 were slightly bent.
After the third excavation step, the goaf was expanded into mine room #6. e roof stress relief area continued to expand, and the stress at each measurement point decreased sharply. e maximum pressure relief position was observed at M5 (1.42 kPa), with 90% stress reduction. Due to the mining activity, the settlement area of the overlying rock layer expanded horizontally in the direction of the survey line L3 and vertically from 6.2 cm to 10.4 cm. e maximum subsidence point was at L2-1 with −2.94 mm displacement (actual −70.6 cm). It was observed that the points closer to the center of the stope experienced a greater subsidence. Affected by stress and the subsidence of the overlying rocks, the pillars #1-4 were pushed sideways, and the roof of the stope broke and collapsed.
After the fourth excavation step, the goaf was expanded into mine room #9, and the stress of the overburden rock in the stope moves forward. e area of maximum pressure relief was observed at M6, with a stress of 1 kPa. e stress of the overlying rock on the stope continually moved forward. e further away from the center of the goaf the survey lines L1, L4, and L5 were, the weaker the effect of the mining on rock mass. e maximum subsidence points were observed at L2-1 and L3-1 with −14.58 mm (actual −350.0 cm) and −13.75 mm (actual −330.0 cm), respectively. Pillar #1 had a macrobreak fracture, and the remaining pillars were inclined. e roof of mine rooms #3-6 in the middle of the goaf experienced a large area of collapse, and the entire physical model was unstable.

Stope Deformation and Failure Laws for the Mine Rooms with 5 m Ore Pillars.
e stress measurement points N1-N6 and the displacement survey lines L18-L22 for the roof of the phosphate ore layer under the stope structure with 2 cm ore pillars were monitored, as illustrated in Figures 8 and 9. Figure 8 shows the lower roof stress and overlying rock subsidence for the four-step excavation of the stope structure with 5 m ore pillars. Figures 8(a) and 8(b) represent the   Figure 9 shows the deformation and failure characteristics of the roof for the 5 m ore pillars. Figure 9(a) represents the deformation and failure characteristics of the roof of the first step of excavation; Figure 9(b) represents the deformation and failure characteristics of the roof of the second step of excavation; Figure 9(c) represents the deformation and failure characteristics of the roof of the fourth step of excavation. e displacement measurement points were labeled LB-1, LB-2, LB-3, LB-4, and LB-5 according to their vertical distance from the stope roof (6.25 cm, 10.4 cm, 14.5 cm, and 22.9 cm, respectively), with B representing the line number. After the first excavation step, the roof above the stope exhibited a stress relief area. e maximum stress relief was observed at N3, which fell from 12.40 kPa to 11.03 kPa. In contrast, the stress at the measurement points N1, N2, N3, N4, and N5 was 12.33 kPa, 12.03 kPa, 12.97 kPa, 12.50 kPa, and 12.40 kPa, respectively. e stress at measurement point N6 remained at 12.40 kPa. Overall, the increased degree of stress at each measurement point decreased with increasing distance from the goaf. Affected by mining, the subsidence of survey points L18-1 and L18-2 was −0.34 mm (actual −8.2 cm) and −0.19 mm (actual −4.6 cm), respectively. Only a small loose band appeared at both corners of the top plate, and the model was generally stable.
In the second step of the excavation, the range of the goaf extended to mine room #3, and the stress relief area in the stope transferred dynamically to the front rock mass. e stress at measurement points N1, N3, and N4 exhibited a gradual decrease with an increase in the distance from the center of the goaf. At measurement point N3 above the goaf, the stress was 4.35 kPa and 60% lower than the initial value. e measurement points N2, N5, and N6 were in the area of increased stress, with a maximum stress of 14.79 kPa at N5. e maximum subsidence area in the overlying rock layer was observed at survey lines L18 and L19. e subsidence at L18-1 and L18-2 was measured as −0.53 mm (actual −12.6 cm) and −0.24 mm (actual −5.9 cm), respectively. Besides, the subsidence at L19-1 and L19-2 was obtained at −0.5 mm (actual −11.9 cm) and −0.25 mm (actual −6 cm), respectively. Mine room #3 exhibited obvious roof loosening and collapse in response to mining activity.
After the third step of the excavation, the goaf was expanded into mine room #6. e roof stress relief area again moved to the front rock body. e stress at N4 and N5 at the center of the goaf fell to 3.44 kPa and 6.07 kPa, respectively. Measurement point N2 quickly switched from an area of  Advances in Civil Engineering 9 increased stress in top plate to a pressure-relieving area, with the stress falling to 3.61 kPa, 70% lower than the initial value. e measurement point N6 was located in the zone of increased stress, and a stress of 14.73 kPa was recorded. e subsidence area of the overlying rock expanded from 6.2 cm to 14.5 cm along the horizontal direction of the orebody, but the extent of the subsidence at each measurement point decreased in sequence. e maximum subsidence at L19-1 and L19-2 was −1.66 mm (actual −39.90 cm) and −1.50 mm (actual −36.00 cm), respectively. Macrocracks appeared on the roof of mine rooms #4 and #5, and fractures appeared in the ore pillars.
After the fourth excavation step, the goaf was extended to mine room #9. e stress relief boundary range expanded to the measurement point N6, with the stress falling from 14.73 kPa to 4.52 kPa and 70% lower than the initial value. In the area behind the old goaf, the measurement point N3 experienced gradual compaction due to the subsidence of the overlying rock layer. e stress at N3 increased from 4.01 kPa to 5.36 kPa. e influence of overburden rock subsidence also increased, with the overburden rock subsidence area expanding from 6.2 cm to 22.9 cm away from the roof along the horizontal direction of the orebody. e maximum subsidence at L20-1 was −4.67 mm (actual -112.00 cm). A transfixion macrocrack appeared on the roof of mine room #2-5. e remaining mine pillars leaned, and the #2-5 mine room collapsed.

Stope Deformation and Failure Laws for the Mine Rooms with 8 m Ore Pillars.
For the stope structure with 8 m ore pillars, the results from the stress measurement points P1-P6 and the measurement lines L9-L14 from the roof of the phosphate ore layer are presented in Figures 10 and 11. Figure 10 shows the lower roof stress and overlying rock subsidence for the four-step excavation of the stope structure with 8 m ore pillars.  Figure 11 shows the deformation and failure characteristics of the roof for the 8 m ore pillars. Figure 11(a) represents the deformation and failure characteristics of the roof of the first step of excavation; Figure 11(b) represents the deformation and failure characteristics of the roof of the second step of excavation; Figure 11(c) represents the deformation and failure characteristics of the roof of the fourth step of excavation. e displacement measurement points were labeled LB-1, LB-2, and LB-3 for vertical distances of 6.25 cm, 10.4 cm, and 14.5 cm, respectively.
After the first excavation step, mine room #1 was the goaf. A stress relief area formed around measurement point P3, with the stress falling from 12.4 kPa to 12.3 kPa. e overpressure zone from the overburden stress in the stope dynamically shifted to the front rock mass, and the maximum stress at P4 increased to 12.84 kPa. e subsidence at L9-1 was −0.18 mm (actual −4.4 cm), while the remaining subsidence measurement points did not subside. e structure of the mine room was very stable.
In the second step of the excavation, the goaf area expanded to mine room #3. e stress relief area of the roof expanded, with the maximum stress at P3 falling from 12.30 kPa to 5.12 kPa, 63% lower than the initial value. e overburden stress in the stope formed a pressurization zone. e maximum stress at P5 increased from 12.44 kPa to 14.22 kPa and 14% lower than the initial value. At the same time, the subsidence range of the overlying rock expanded from the measuring points L9-1 to L10-1, with subsidence of −0.33 mm (actual −7.92 cm) and −0.28 mm (actual −6.72 cm), respectively. ough the roof plate in mine rooms #1 and #2 exhibited obvious bending, the overall structure of the model was stable.
After the third excavation step, the range of the goaf was expanded to mine room #6. e stress relief zone continually moved forward, and the stress at P5 fell from 14.22 kPa to 4.41 kPa and 68% lower than the initial value. e stress at P6 in the goaf pressurization area rose from 13.04 kPa to 17.36 kPa (33% lower than the initial value). Considering measurement points P1 and P4 in the center of the goaf as the axis of symmetry, the stress relief of the roof gradually exhibited a saddle-shaped distribution. e range of overburden rock subsidence expanded further, and the overburden rock subsidence area expanded from 6.2 cm to 10.4 cm from the roof along the horizontal direction of the orebody. e maximum subsidence at L10-1 was −1.44 mm (actual −34.6 cm). Bending and subsidence occurred in the roof of each mine room, and a clear crack appeared in the middle of the roof in mine rooms #3 and #4, accompanied by minor slippage of loose and broken rock.
After the fourth excavation step, the goaf was expanded to mine room #9. e stress at each measurement point fell within the stress relief area. e maximum stress at P6 reduced from 17.36 kPa to 3.88 kPa and 77% lower than the initial value. At this time, mine rooms #1 and #2 were located in the old goaf. e stress at measurement point P3 increased from 5.09 kPa to 7.38 kPa. at is because the roof gradually compacted after falling, supported by overburden gravity. e range of overburden subsidence extended horizontally to L14 and gradually increased to 14.5 cm along the horizontal direction of the orebody. e maximum subsidence at L11-1 was −3.48 mm (actual -83.6 cm). With an increase in the distance from the center of the goaf, the degree of subsidence decreased monotonously. e bending of the roof in each mine room increased, and some of the pillars were inclined. However, there was no collapse, and the model was basically stable.

Stress and Displacement Deformation Laws for the Surrounding Rock in the Stope.
e changes in the stress and displacement of the surrounding rock in the stope reflect the stability of the overlying strata. In the early stages of phosphate rock mining, the original stress equilibrium of the surrounding rock is disrupted. In the present study, the stress and displacement deformation failure of the surrounding rock for different ore pillar sizes exhibited some general rules as follows. During the mining process, a pressure relief area first formed in the upper central area of the roof of the goaf. At the same time, the roof began to bend and subside, causing the stress of the overlying rock to move forward within the stope to create a pressurized area. As the working face continued to advance, the stress relief boundary also increased. When the stress of the overlying rock reached its yield state, microcracks began to appear in the overlying rock. In addition, the expansion of the stope space transferred the whole overlying rock layer weight on the pillars [52,53]. When the gravity of the overlying rock reached a critical point at the ore pillar, the microcracks gradually generated to form a local fissure zone.
When the excavation of the phosphate orebody was complete, the surrounding rock in the roof of the goaf exhibited obvious deformation and failure characteristics.
ree deformation zones could be identified based on the extent of deformation and failure in the overlying rock including bending, fracture, and caving zones, as shown in Figure 12. e fracture zone had an obvious layered structure, and the inside of the rock mass exhibited both vertical layered fissures and separated layer fissures in the horizontal direction.
e rock mass in a caving zone is affected by mining disturbances, and the distribution is disordered. In addition, the caving zone has a loose internal structure, and it is also compressible. e caving and the fracture zone are collectively referred to as the water-conducting fissure zone. When vertical stress is applied to the upper region of the waterconducting fissure zone, a superimposed compressive effect occurs between the two zones, resulting in uneven settlement.
In the present study, as the excavation advanced, the stress and subsidence of the overlying rock layer increased dramatically. e variation in the subsidence was associated with the spatial distance along the orebody and from the stope. In other words, as the distance along the orebody and from the stope is greater, the influence of each moving line is weaker; the bearing capacity of the surrounding rock is stronger, the subsidence of the overlying rock is lower, and the deformation of the surrounding rock is less.

Determining the Optimal Stope Structure.
e pillars are crucial to the overall stability of the stope in room and pillar mining. Once a pillar is unstable, the surrounding rock in the roof will fall, increasing the difficulty in mining the orebody and the dilution rate of the orebody. In addition, the sudden collapse of a stope can also cause casualties. e characteristics of stress deformation and failure in the roof and the subsidence of overlying rock depend on the pillar size. Generally, a larger pillar size produces a more stable stope structure. However, larger pillar sizes can lead to the waste of resources and increase mining costs. For this reason, the mining disturbance coefficient and subsidence coefficient [7,54,55] were used in the present study to quantitatively analyze the stope structures with 3 m, 5 m, and 8 m pillars, and finally, it was determined which structure maximized the return on mining activity while also ensuring mine safety.
e mining disturbance coefficient is defined as the ratio of the maximum variation in stress to the initial stress for each excavation in the stope structure. It reflects the degree of disturbance of the mining stress on the surrounding rock in the stope roof, as shown in (1). e subsidence coefficient is the ratio of the maximum subsidence of the overlying strata to the mining thickness of the phosphate rock under the full mining of the stope structure, which reflects the degree of influence the mining disturbance on the overlying rock, as shown in (2): where σ i is the stress of each excavation step (MPa), σ 1 is the stress of the first excavation step (MPa), and σ 0 is the initial stress (MPa).
where W is the maximum subsidence of the overlying rock (m) and D is the thickness of the orebody mined (m). e thickness of the orebody in this study is 5.4 cm.
In Figure 13(a), it indicates that the disturbance coefficients increased for the first three excavation steps in all three kinds of stope structures. When mine rooms #4-6 were excavated after the third step, an inflection point (the disturbance coefficient began to decrease) appeared in the stope structures with 3 m and 5 m pillars. ese results are related to the continuous increase in the stope space and the superposition of mining stress as the roof span became larger. Due to the weight of the rock and tectonic stress, the roof bent and subsided, causing cracks to appear in the pillars supporting the overlying strata. Once the ultimate load of the pillars was reached, some of the mine rooms collapsed, and the collapsed broken rock mass was gradually compacted by the weight of the overlying strata, enabling pillars to support the overlying strata. erefore, the stress disturbance coefficient of the fourth mining step decreased. Figure 13(b) shows the overlying rock subsidence coefficient for the three stope structures. By comparing the subsidence coefficient for the overlying strata in the three stope structures, it can be concluded that, for the same excavation step, larger pillars produced a lower subsidence coefficient and increased the stability of the overlying strata. In particular, the structural stability of the stope with 3 m pillars was extremely poor while those with 5 m and 8 m pillars were relatively stable.
Overall, the disturbance and subsidence coefficients for the stope structure with 3 m pillars were larger than those of the other two stope structures. After the third excavation step, the mine rooms #2-4 collapsed over a wide area, and the entire model was unstable. Following the third step, the stope structure with 5 m pillars exhibited partial instability in the old stope area. However, if reinforcement is conducted in advance, the stope damage can be prevented. e stope structure with 8 m pillars was always stable. However, the grade of the phosphate rock in this mining area is 26-30%, and the price of phosphate rock is high. From an economic and safety perspective, a stope structure with 10 m mine rooms and 5 m pillars can be used to mine this orebody.

Analysis of the Excavation Characteristics and Stope
Structure of Different Ore Types. e shape, metallogenic regularity, stratum structure, and tectonic stress of gently inclined medium-thick phosphate rock are different when compared to metal and coal mines. us, there are likely to be differences in the deformation laws for the surrounding rock in the roof and the selection of the optimal stope structure depending on the type of ore being mined. e deformation characteristics of the surrounding rock and the selection of the stope structure are discussed further in this section.
e deformation and failure of the overlying strata in stopes with different orebody characteristics under room and pillar mining have similarities, and differences are summarized in Table 3.
e incline of the orebody affects the characteristics of the overburden deformation. For example, in gently inclined coal seams, there is a tendency for obvious delamination above the excavation area, but no significant delamination is observed in inclined or steeply inclined coal seams. e extent of the deformation is weakened and more uniform, meaning that the damage to the overlying rock layer and the degree of roof subsidence are lower. On the deformation of overlying rocks in gently inclined medium-thick phosphate orebodies, obvious delamination also occurs, but whether this deformation in inclined and steeply inclined phosphate orebodies follows similar rules of coal seams in shallow coal mine requires further investigation. Stope structural parameters are important for assessing stope stability in room and pillar mining. Sherizadeh and Kulatilake [64] investigated nine stope plans for a Guihua copper deposit (thickness of 0.5-0.7 m) using the threedimensional numerical simulation of stope stress, safety factors, vertical displacement, and the plastic zone. e results indicated that a mine room span of 10 m and a pillar size of 3 m were the optimal structure. However, this stope structure is not suitable for the gently inclined medium-thick phosphate orebody in this study. Although the difference in mechanical properties has a little influence on the stress distribution in different geological conditions, the tensile strength and cohesion of the rock mass are different, and the plastic zone of the surrounding rock in the roof differs from the plastic zone under mining disturbance. erefore, even with the same stope parameters, there can be significant differences in stope stability [65][66][67][68].

Conclusions
A large-scale similar physical model was conducted to investigate the roof stress, displacement, and overlying rock deformation laws of the No. 6 pit in the Jinning Phosphate Mine. Some valuable conclusions are as follows.

Mine characteristics Differences Explanation
Gently inclined medium-thick phosphate rock (the present study) e surrounding rock in the roof gradually evolves from stable to unstable and dynamic balance during the mining process In the present study, because of the unique characteristics of the ore, the overlying rock mass had obvious bending, fracture, and caving zones e characteristics and range of the surrounding rock deformation are closely related to the rock mass quality, rock layer contact zone, and orebody burial depth Slowly inclined medium-thick metal ore [56][57][58][59] In the mining process, the surrounding rock in the roof exhibits a process of gradual caving, gradual caving, sudden caving, and then again gradual caving, sudden caving, and then surface collapses, which is repeatable and instantaneous -Shallow coal mine [60][61][62][63].
e coal seam is shallow; thus, the caving zone caused by deformation and damage to the overlying rock directly extends to the surface; there are no subsidence, fracture, or caving zones -Similarities For a certain room size, the larger the pillars, the less change in the stress and displacement of the overlying rock and the more stable the stope During mining, tensile stress forms in the roof of the stope, and the maximum tensile stress appears in the center area of the roof.
In the process of underground mining, the roof stress, displacement, and overlying rock deformation laws of gently inclined medium-thick phosphate rock were different from those of other mines (metal mines and coal mines). With the gradual advance in the working face, the stress relief boundary moved forward dynamically, and the value of stress relief, subsidence, and pressurization decreased from the center of the roof to the periphery. With three different stope structures, the 3 m stope of the pillar took the lead in bending and sinking. e lateral tilt of the pillar caused local cracks, and some mine rooms collapsed. Microcracks appeared in the roof of the 5 m mine pillar, while the 8 m pillar structure remains stable during the entire excavation process. Due to the influence of mining, the overlying strata of all three stope structures exhibited bending, fracture, and caving zones. e best structure for combined mining of gently inclined medium-thick phosphate rock rooms and pillars are the combined mining of 10 m mine rooms and 5 m mine pillars and the roof of the mine needs to be reinforced in advance (without considering the action of complex external influence factors (earthquake, rain, and freeze-thaw)).
rough the above research, future research should explore more mining methods for underground mining of sloping medium-thick, gently inclined thin to medium-thick phosphorous deposits, especially the combined mining derived from the existing caving method, open field method, and filling method to further increase the recovery rate of underground mining and reduce the dilution rate.

Data Availability
e data used to support the findings of this study are included within the article.

Conflicts of Interest
e authors declare that there are no conflicts of interest regarding the publication of this paper.