Study of the Stability Control of the Rock Surrounding Double-Key Strata Recovery Roadways in Shallow Seams

+e stability control of the rock surrounding recovery roadways guarantees the safety of the extraction of equipment. Roof falling and support crushing are prone to occur in double-key strata (DKS) faces in shallow seams during the extraction of equipment. +erefore, this paper focuses on the stability control of the rock surrounding DKS recovery roadways by combining field observations, theoretical analysis, and numerical simulations. First, pressure relief technology, which can effectively release the accumulated rock pressure in the roof, is introduced according to the periodic weighting characteristics of DKS roofs. A reasonable application scope and the applicable conditions for pressure relief technology are given. Considering the influence of the eroded area on the roof structure, two roof mechanics models of DKS are established. +e calculation results show that the yield load of the support in the eroded area is low. A scheme for strengthening the support with individual hydraulic props is proposed, and then, the support design of the recovery roadway is improved based on the time effects of fracture development.+e width of the recovery roadway and supporting parameters is redesigned according to engineering experience. Finally, constitutive models of the support and compacted rock mass in the gob are developed with FLAC3D software to simulate the failure characteristics of the surrounding rock during pressure relief and equipment extraction. +e surrounding rock control effects of two support designs and three extraction schemes are comprehensively evaluated. +e results show that the surrounding rock control effect of Scheme 1, which combines improved support design and the bidirectional extraction of equipment, is the best. Engineering application results show that Scheme 1 realizes the safe extraction of equipment. +e research results can provide a reference and experience for use in the stability control of rock surrounding recovery roadways in shallow seams.


Introduction
e Shenfu and Dongsheng coalfields are the largest distribution areas of shallow seams in China. e occurrences of coal seams in this area present obvious features of shallow mining depths, thin bedrock, and thick unconsolidated strata [1,2]. Many production practices show that the rock pressure in shallow coal seam faces is extremely high and roof falling and support crushing accidents are likely to occur [3][4][5][6]. e dynamic rock pressure is more obvious when mining under the short-distance gob of shallow seams [3,7,8]. In recent years, the mines in the Shenfu coalfield have generally been in a state of highstrength mining due to the excellent geological conditions and the renewal of mining equipment. e mining speed and replacement frequency of the working face have been significantly accelerated. Acceleration of the mining speed will reduce the development time of bedrock roof fractures, resulting in a significant increase in the first weighting interval and the periodic weighting interval. e migration law of the roof is more complex for double-key strata (DKS) faces, and intermittent periodic weighting typically occurs [9]. e stability control of the rock surrounding recovery roadways is key to realizing rapid equipment extraction. If the layout and support method of the recovery roadway are unreasonable, roof falling and support crushing accidents are likely to occur, as shown in Figure 1.
is paper took the 1209 working face of the Fengjiata coal mine as the research object. e reasonable application of pressure relief technology was discussed based on the law of periodic weighting on the roof of the DKS. Considering the influence of the eroded area on the roof structure, four roof mechanics models of the DKS were established. e reasonable working resistances of the support during pressure relief and equipment extraction were calculated, improving the support design of recovery roadways and extraction schemes. Based on the above research results, the numerical simulation method was used to verify the surrounding rock control effect of the improved support design for the recovery roadway and extraction scheme.

Geological Setting
e Fengjiata coal mine, which is located in the east of Fugu County, is a low-gas mine. e geographical location of the mine is shown in Figure 2. e #2 coal seam is the main mining coal seam in this mine. e occurrence characteristics and mechanical properties of the coal stratum are shown in Figure 3 and Table 1. e DKS structure is present in the roof of the #2 coal seam according to the identification method of the key stratum position [10,11]. e 1209 working face is located in the #2 coal seam. e trend length and strike length of the working face are 240 m and 1,992.5 m, respectively. e design cutting height is 3 m, and the regular circulation footage is 0.8 m. e gob roof is treated by a caving method. As shown in Figure 2, there is an eroded area in the coal to be mined. e coal seam in the eroded area is seriously eroded, and the thinnest part of the coal seam is only 1.4 m. Picks can be easily damaged when cut directly because the hardness of the eroded sandstone is relatively high. Considering various factors, such as the fault and gangue rate, rearrangement of the open-off cut was implemented. e location of the terminal line shown in Figure 2 is used to maximize the exploitation of coal resources. In the eroded area on the right side of the terminal line, the coal body is eroded to a lesser degree.

Pressure Relief Technology
Only a caving zone and a fracture zone exist above the longwall gob of shallow seams [10,[12][13][14][15]. Fractures develop directly toward the ground surface and cause movement and deformation [5,[16][17][18]. Figure 4 shows the characteristics of periodic weighting in the 1209 working face, illustrating that there is an obvious intermittent periodic weighting phenomenon. e average value of the weak periodic weighting interval is 16.7 m, and the average value of the strong periodic weighting interval is 39.7 m. For the roof of the DKS structure, the working face will appear as weak periodic weighting when the subkey stratum (SKS) is broken and the primary key stratum (PKS) is stable. At that time, the strength of the periodic weighting is relatively low because the PKS obstruct the transmission of the overburden load. When the PKS is broken, the instability load acts on the SKS, which causes the DKS to break simultaneously. Strong periodic weighting will occur on the working face at this time. e strength of strong periodic weighting is significantly higher than that of weak periodic weighting [19].
A reasonable space-time relationship between the breaking position of the DKS and the recovery roadway is critical for realizing the low-stress extraction of equipment. Pressure relief technology is based on the time effects of fracture development by controlling the advancing speed of the working face to promote the occurrence of strong periodic weighting. us, the rock pressure accumulated in the roof before the layout of the recovery roadway is released effectively.

Application Conditions of Pressure Relief Technology.
e application location of pressure relief technology is determined based on the location of the terminal line. As shown in Figure 5, the reasonable location of pressure relief (RLPR) is as follows: where D is the distance between the RLPR and the terminal line; d 1 is the width of the weighting area, which is generally 3 times the regular circulation footage according to engineering experience; d 2 is the reserve safe distance, which is generally the regular circulation footage; d 3 is the sum of the width of the recovery roadway and the support; L 1 is the weak periodic weighting interval; and k is the safety factor that ranges from 0.4 to 0.6. In this paper, the default value of k is 0.6. Pressure relief technology has certain applicable conditions. e technology should be applied reasonably according to the roof conditions and the law of periodic weighting.
(1) Strong periodic weighting appears in advance when the working face advances to a position closer to the RLPR.          periodic weighting occurs. However, the DKS are prone to strong periodic weighting when the recovery roadway is arranged. According to practical experience at the Halagou coal mine and the Xinhe coal mine, deep-hole presplitting blasting technology can be used to cut off the DKS [20,21], thereby releasing the accumulated rock pressure in the roof. e working face advanced to a position 13.5 m from the terminal line and 17.5 m from the previous weighting on March 18,2018. Strong periodic weighting will soon occur in the working face, which indicates that the application conditions of pressure relief technology have been met. e reasonable working resistance of the support during the pressure relief should be studied.

Reasonable Working Resistance of the Support during Pressure Relief.
e height of the caving zone can be calculated by a statistical regression formula (2).
e values of C 1 and C 2 are selected according to the type of the immediate roof, as shown in Table 2. e measured uniaxial compressive strength of silty mudstone is 33.4 MPa. e height of the caving zone of the 1209 working face is calculated as 9 m. Part of the SKS is within the range of the caving zone. e ratio of the thickness to the length of the block is more than 0.5, which indicates that a bench beam structure will be formed when the SKS is broken [9,22,23]: e mechanical model of the roof after pressure relief is shown in Figure 6. (I) e immediate roof caves with the advancement of the support because of its poor stability. (II) Blocks B 1 and C 1 form a bench beam structure [24] (III). e weak strata between two key strata synchronize with the SKS. (IV) Blocks B 2 and C 2 form a voussoir beam structure due to their large lengths and limited rotational space [25,26].
In Figure 6, h 1 is the thickness of the immediate roof; h 2 is the thickness of the SKS; h 3 is the thickness of the weak strata between two key strata; h 4 is the thickness of the PKS; L b is the length of the support beam; R 1 is the weight of the immediate roof; R 2 is the force acting on the substructure from block B 1 ; P 1 is the sum of the weight of block B 1 and the overlying load; P 2 is the sum of the weight of block B 2 and the overlying load; P m is the reasonable working resistance of the support during pressure relief; θ 1 and θ 2 are the rotation angles of blocks B 1 and B 2 , respectively; and W 1 and W 2 are the subsidence heights of block C 1 and C 2 , respectively. P m can be calculated by using the following formula: e load transfer coefficients of the bench beam structure and the voussoir beam structure are calculated by the following formulas [9,27,28]: where β is the breaking angle of the key stratum and φ 1 is the friction angle between the blocks. erefore, R 2 and P 1 can be calculated by using the following formulas, respectively: where b is the width of the support; c 2 is the bulk density of the SKS; and c 3 is the bulk density of the weak strata. e load P 2 is calculated by using the following formula: where c 4 is the bulk density of the PKS; c 5 is the bulk density of the unconsolidated stratum; h 5 is the thickness of the unconsolidated stratum; and φ is the internal friction angle of the unconsolidated stratum. e reasonable working resistances of the supports outside and inside the eroded area are calculated using the following formulas, respectively.
Advances in Civil Engineering e 1209 working face was equipped with 141 ZY9500/17/ 35D-type supports. e length L b and width b of the support beam are 4.5 m and 1.75 m, respectively. e lengths of block B 1 and block B 2 are 17.5 m and 36 m, respectively, after pressure relief. e rotation angle of a block in a shallow seam is generally in the range from 4°to 6°. Suppose that the value of θ 1 is 4°. Referring to the research results of Huang et al., the breaking angle β of the key stratum is 90°and the friction angle φ 1 between blocks is 44.3° [9]. From Figure 3 and Table 1, the loads P m on the support outside and inside the eroded area are calculated to be 4,807.6 kN and 10,022.3 kN, respectively. is figure shows that the yield load of the support inside the eroded area is somewhat low. Roof falling and support crushing are prone to occur inside the eroded area during pressure relief. erefore, individual hydraulic props are installed on both sides of the hydraulic support as reinforcement (https://www.sciencedirect.com/science/article/pii/S13506307 17304120?via%3Dihub). Table 3 lists the parameters of the individual hydraulic props.
e support resistance of the support was raised to approximately 10,100 kN.
Primary key stratum Subkey stratum Voussoir beam structure Bench beam structure Primary key stratum Voussoir beam structure Bench beam structure  Σh is the height of the caving zone, and m is the mining height.

Support Design of Recovery Roadways
e extraction technology of the longwall face is mainly divided into shearer driving roadway technology and predriven roadway technology. e traditional shearer driving roadway technology is mainly applied to mines with limited funds and geological conditions and has the disadvantage of a long extraction cycle. Predriven roadway technology also has obvious shortcomings, such as relatively large work quantities, high maintenance costs, and a high roof fall likelihood when crossing the predriven roadway. At present, this technology is mainly used in mines with simple geological conditions in the Shendong mining area. Most mines in China still apply shearer driving roadway technology. e roof of the recovery roadway is supported by the coal wallsupporting structure-hydraulic support-gob (CSHG) structure as a whole. erefore, the design of the support parameters and the reasonable working resistance of the supports should be studied to achieve rapid and safe extraction.

Improvement of the Support Design.
Resin mesh is laid on the working face after strong periodic weighting. e shearer cuts the coal wall to arrange the recovery roadway after the working face passes through the weighting area. e initial support design determined by analogous experience is shown in Figure 7. e original plan was to unidirectionally extract the supports from the haulage entry after the initial support design was completed. However, the actual application effect of the plan for the 1208 working face was not satisfactory. e deformation of the surrounding rock of the recovery roadway was large, which affected normal extraction. irtytwo days were required to complete all extraction tasks for the 1208 working face. e initial support parameters and extraction technology were improved as follows: (1) Considering the low support efficiency and timeconsuming construction of the rockbolts near the gob, four wire ropes were used instead of five rows of rockbolts near the gob, saving 194 hours of work time.
(2) According to past experience, the support can be successfully extracted when the width of the recovery roadway is half the length of the support. e length of ZY9500/17/35D-type support is 6.92 m. Considering that the regular circulation footage is 0.8 m and the space of a certain width should be reserved, the width of the recovery roadway was changed from 5 m to 4.2 m. (3) e length of the rockbolt was changed from 2.2 m to 2.5 m to enhance the roof support. e depth of the anchored bedrock was increased, and the roof stability was enhanced. (4) e supports were bidirectionally extracted from the middle of the recovery roadway.
JDPET200 × 200MS resin mesh with a size of 260 m × 25 m was selected. e row spacing and column spacing of the flank rockbolts were 800 mm × 1,500 mm. e steel beam is made of round steel of Φ16 mm × 6,000 mm. Each steel beam connects six rockbolts (anchor cable). e wire rope is Φ16 mm × 260 m.

Reasonable Working
Resistance of the Supports. D is observed to be 13.5 m in Figures 7 and 8, which cannot satisfy formula (1). e SKS easily ruptures along the coal wall, and weak periodic weighting occurs.
erefore, the mechanical model of the roof shown in Figure 9 was established to calculate the reasonable working resistance of the support. e reasonable working resistance P z of the supports outside and inside the eroded area during the extraction of supports is shown in the following formulas, respectively: where L k is the sum of the widths of the recovery roadway and the support. According to the improved support design, L k is 11.1 m and D is 13.5 m. e calculated P z values are 3970.8 kN and 4764.6 kN, respectively. Considering that the actual efficiency of the supports is 0.9, the reasonable working resistance of the support is no less than 5294 kN. e ZY9500/ 17/35D-type support can meet the requirements for roof control.

Numerical Simulation of Surrounding Rock Control
Considering the influence of the eroded area on the recovery roadway, the working face model was established using FLAC3D software, as shown in Figure 10. e X direction of the model was the advancing direction of the working face, and the Y direction was the layout direction of the working face. Modeling was completed to the ground surface in the Z direction. e blocks in the study area were finely divided with a size of 0.4 m × 0.8 m × 0.5 m. An M-C constitutive model was employed, and five sections were laid along the working face. Based on compaction theory, the constitutive model of the gob was established using the FISH language [29][30][31].
e initial mechanical parameters of the gob are shown in Table 4. e modulus and strength of the caved rock mass in the gob increased continuously under the action of the overlying load. e vertical strains of all zones in the gob were monitored because there is a functional relationship between the bulk modulus and the vertical strain. e bulk modulus of the gob was updated continuously according to the vertical strains induced during roof convergence, and the gob recovered vertical stress also changed spontaneously. e gob-recovered vertical stress compares well with that of the Salamon model, as shown in Figure 11. e numerical simulation results are consistent with the      Advances in Civil Engineering Primary key stratum  Advances in Civil Engineering theory, and the constitutive model of the gob is reasonable.
A constitutive model of the support was established at the same time. Figure 12 is a model of a single support, wherein the roof above the face width is supported by upwardly applied grid forces. e resultant force of the grid force is the working resistance of a support. e working characteristics of the grid force are determined based on the characteristic curve of the support. e setting load of the grid force is considered to be 60% of the yield load. e grid force enters a constant stage when the vertical displacement of the grid point reaches 0.2 m. e vertical displacementgrid force curve of a grid point is monitored, as shown in Figure 12.
e working resistance of the support can be reasonably exerted.

Simulation of Pressure Relief.
After the working face was advanced to the RLPR in the model, the equilibrium state was calculated to examine the pressure relief technology. e plastic zone distribution of ve sections was obtained after pressure relief, as shown in Figure 13. We added the symbol of support in Figure 13 to visualize the pressure relief.
ere is no plastic zone in the gob because the elastic model was used to establish the constitutive model of the gob. Shear-tension failure occurs in the PKS due to the load of the unconsolidated stratum. Shear failure along the coal wall occurs in the SKS and weak strata under the superposition of the instability load of the PKS and the load of the unconsolidated stratum. e numerical simulation results show that the DKS will be broken simultaneously after pressure relief.

Simulation of the Support Design for the Recovery Roadway.
e recovery roadway was arranged according to the terminal line after pressure relief. A linear element was used to simulate the linking e ect of the resin mesh and steel beams. A cable element was used to simulate the anchor cables and rockbolts. e wire rope was not simulated in the model. A node-node connection was established between the structural elements to achieve a combined support e ect. e mechanical parameters of the structural units are shown in Table 5. Numerical models for the two kinds of supporting design are shown in Figure 14.
e excavation of the model and the installation of the supporting structure are consistent with the actual construction process. Figures 15 and 16 show the distribution of the plastic zone and the roof subsidence curves, respectively, after the two kinds of support designs were simulated.
Several conclusions can be drawn from the results: (I) e lithology of the immediate roof is weak, and plastic failure occurs during the simulation of roadway support. At that time, the DKS remain stable. (II) More time steps were calculated in the initial support design because of the complexity of construction. erefore, the plastic zone distribution and the roof subsidence of the initial support design are higher than those of the improved support design. (III) e di erence between the roof subsidence curves is largest outside the eroded area. e roof subsidence of the recovery roadway is close to the fulcrum of the roof rotation and is small due to the tensile properties of the anchor cable. e roof subsidence above the face width increased monotonically. e roof subsidence after the face width is the largest due to the weak supporting strength and the distance from the fulcrum of the roof rotation. (IV) e plastic zone distribution and roof subsidence in the eroded area are lower than those outside the erosion zone.

Simulation of the Surrounding Rock Control E ect during the Extraction of Equipment.
After the recovery roadway was arranged, the following three schemes were proposed      Advances in Civil Engineering in the model: (I) bidirectionally extract the supports from the middle of the roadway after applying the improved support design (Scheme 1), (II) bidirectionally extract the supports from the middle of roadway after applying the initial support design (Scheme 2), and (III) unidirectionally extract the supports from the haulage entry after applying the initial support design (Scheme 3). As shown in Figure 17, the support extraction process is divided into three stages. e number of time steps of unidirectional extraction is twice that of bidirectional extraction when the same number of supports is extracted. e extraction of supports was simulated by canceling the grid force applied to the grid point.
To qualitatively analyze the surrounding rock control e ect of the three schemes, 20 time steps were calculated in the model in accordance with the extraction of a support. In Stage I of Schemes 1 and 2, 200 time steps are calculated, and 400 time steps are calculated in Scheme 3. e plastic zone distribution and the roof subsidence curve are shown in Figures 18 and 19, respectively. e following conclusions can be drawn: (I) e roof subsidence of each section in Scheme 1 is the smallest, followed by that in Scheme 2 and then that in Scheme 3. (II) In Schemes 1 and 2, the roof subsidence of section II-II is the largest, while in Scheme 3, the roof subsidence of section I-I is the largest. (III) Penetrating plastic damage occurs in the    SKS of section II-II. e concentrated area of rock pressure is still located in the middle of the recovery roadway. However, the stability of the surrounding rock is enhanced due to its proximity to the eroded area.  After Stage III, most of the supports in the recovery roadway have been extracted. At this time, the following conclusions can be drawn: (I) In Schemes 2 and 3, significant plastic damage is observed in the DKS and the weak strata. However, the stability of the PKS is not significantly affected in Scheme 1. (II) e roof subsidence of Scheme 3 is still significantly higher than those of the other schemes. (III) e roof subsidence of section I-I in Scheme 1 is lower than that in Scheme 2.
After comprehensively evaluating the control effect of the surrounding rock, Scheme 1 is applied to the construction site of the recovery roadway in the 1209 working face.

Engineering Applications
Considering that the immediate roof will fall when the support underneath is extracted, wooden cribs are usually arranged to support the immediate roof, which ensures the smooth extraction of adjacent supports. As shown in Figure 24, the field application shows that the surrounding rock control effect of Scheme 1 is ideal, and there is no roof falling or support crushing. Only 14 days were required from laying the resin mesh to extracting all the supports. Compared with that of the 1208 working face, the extraction time was shortened by 18 days, representing 1.07 million RMB in savings. us, this method realizes the safe, economical, and rapid extraction of equipment.

Conclusions
is paper mainly studied the stability control of the rock surrounding DKS recovery roadways in shallow seams. e principle and application conditions of pressure relief technology are introduced. e reasonable working resistances of the supports outside and inside the eroded area during pressure relief and equipment extraction were calculated. e support design of the recovery roadway and extraction scheme was improved. e main conclusions are as follows: (i) Strong periodic weighting in the DKS is necessary before the extraction of equipment to release the accumulated rock pressure in the roof. e pressure relief technology should be reasonably applied based on the roof conditions and the periodic weighting law. (ii) e yield load of the support inside the eroded area is somewhat low during pressure relief. erefore, the strengthening support scheme of installing individual hydraulic props on both sides of hydraulic support is proposed.
(iii) e roof of the recovery roadway is supported by the CSHG structure. e reasonable working resistance of the support is no less than 5,294 kN during the extraction of equipment. e support design of the recovery roadway was improved based on the time effects of plastic zone development. e numerical simulation results showed that the development range of the plastic zone in the surrounding rock and the roof subsidence was reduced after the improved support design was applied. (iv) e control effects of thee surrounding rock in three extraction schemes were simulated based on the constitutive model of the gob and the support. e results show that the surrounding rock control effect of Scheme 1, which combined the improved support design and the bidirectional extraction of equipment, is the best. Engineering application shows that Scheme 1 realizes the safe, economical, and rapid extraction of equipment. erefore, the key to stability control of the rock surrounding DKS recovery roadways in shallow seams is ensuring that the support has a reasonable working resistance, enhancing the supporting efficiency of the roadway, and speeding up the extraction of equipment.

Data Availability
Some data used to support the findings of this study are included within the article. Other data used to support the findings of this study are available from the corresponding author upon request.

Conflicts of Interest
e authors declare that there are no conflicts of interest related to the publication of this manuscript.