# Stability Analysis and Control Measures of Large-Span Open-Off Cut with Argillaceous Cemented Sandstone Layered Roof

Authors: Wenxiang Zheng; Yujie Guo; Guojun Zhi; Xiankai Bao; Ming Sun; Ruiping Ren; Zhijun Duan; Zhendong Gao
Journal: Mathematical Problems in Engineering
 (2021)

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## Abstract

This paper is based on the condition where layered argillaceous cemented sandstone as an engineering background is met by the No. 207 fully mechanized working face open-off cut (Wanli No. 1 Coal Mine). Through mechanical theory analysis and field practice, the engineering safety problem of the large-span argillaceous cemented sandstone layered open-off cut roof supporting structure was analyzed. The roof caving arch height of the open-off cut roadway in 207 working face was obtained based on the mechanical mechanism of instability and caving of the layered surrounding rock mass roof. The anchor cable suspension and bearing stability of the open-off cut roof were analyzed in terms of the layered beam structure model. Meanwhile, combining with conditions, reasonable and effective support countermeasures and key parameters are proposed for such open-off cut roadway and enhance the actual supporting engineering on-site. These research results could provide engineering reference for an open-off cut roadway with composite roof conditions featured to weak cementation and weak interlayer.


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## Body

## 1. Introduction

With the gradual improvement of the mine modernization level in our country and considering the development requirements of mine safety, the development trend of large-scale working face equipment has become further obvious. In this regard, the cross section of the corresponding working face open-off cut roadway also keeps enlarging, for which the open-off cut span increases from 5.5 m to 7 m∼10 m gradually. The argillaceous cemented sandstone layered roof has the characteristics of low shear strength and poor bond force. By improper and late supporting measures, interlaminar dislocation separation is simply induced, leading to catastrophes. Many domestic and international scholars have made unremitting exploration and innovation on the stability of large-span roadway, composite roof, working face open-off cut roadway, and so on. They achieved numerous outstanding achievements with different characteristics [1–8].Li et al. [9, 10] applied theoretical analysis, numerical calculation, and site measurement to research the deformation, displacement, and failure characteristics of large-span open-off cut. The type of surrounding rock and support parameters were identified, and the combined support was designed with a left-hand rebar bolt, metal net, metal beam, and anchor. Zhang et al. [11, 12] performed the support optimization design of a large section roadway through three-dimensional numerical simulation by using the FLAC3D. It was based on the engineering practice of the large section roadway in Zhaozhuang Mine, including a composite roof of mudstone and sandy mudstone and the shale floor. They optimized the row spacing between the bolt and put forward an anchor-anchor cable integrated supporting parameters optimization program to match the large section of the composite roof. Zhang et al. [13] performed a comprehensive in situ investigation on the failure process of a gob-side entry suffering dynamic stress induced by an extra-thick coal seam mining. Yu et al. [14] considered the problems of roadways with a compound roof, such as the occurrence of instability in the roof strata, ease of separation of the layer caving, difficulty of maintenance, and poor safety. In the present work, we established a mechanical calculation model of a roadway with a compound roof using the elastic mechanics’ theory. Expressions of the separation layer and instability limit load of the compound roof were derived, and the calculation and verification were performed in combination with the actual conditions. Zheng et al. [15–18] used the superposition beam structure model to analyze the effect of the stress and deformation of the roadway roof and floor. They revealed the main factors affecting the stress and deformation of the composite roof and floor. With the deepening of the research on the surrounding rock control of the roadway, the anchor cable active support is extensively used in the large-span roadway support. The supporting design schemes have been proposed, such as bolt mesh cable composite support, bolt cable coordination support, and anchor cable center symmetrical support [19–24].The development process of surrounding rock stability has been summarized and analyzed along with control measures of large-span roadway, composite roof, and working face open-off cut roadway. Hence, there are many places worth learning and using as a reference. However, due to the surrounding rock properties and the complexity of the geological environment, there is no unified solution to the problem of roadway stability. Thus, economic and effective prevention measures must be put forward based on specific conditions. Hence, this paper deals with the field analysis to reveal the mechanical failure characteristics of argillaceous cemented sandstone roofs. Through the stability mechanical analysis of large-span cutoff, the roadway with argillaceous cemented sandstone roof, the roof falling arch height, and mechanical stability criteria of cable suspension bearing of open-off cut roadway are obtained. Thus, integrating with the field conditions, the effective and reasonable supporting countermeasures and key parameters are put forward for such an open-off cut roadway. This research can provide technological and scientific support for domestic mine development and mining. It has a certain practical engineering application value.


## 2. Stress and Failure Characteristics of the Large-Span Open-Off Cut Roof with Argillaceous Cemented Sandstone

### 2.1. General Situation of the Engineering

As for 207 fully mechanized working faces of Wanli No. 1 Mine, the 31 upper coal seam (the buried depth is about 110 m) is the main seam for mining, with an average coal thickness of 3.5 m, 0–8° coal seam inclination angle, and 1 to 2 layers of gangue. The rectangular cross-section (7600 mm × 3500 mm) of the 207 open-off cut roadway is dug along the floor. The roof is the fine siltstone featured with argillaceous cementation and poor stability. It is a soft and semihard rock stratum and easy to prone to roof instability. The floor is made of siltstone and fine sandstone, which are of argillaceous cementation.


### 2.2. Macroscopic Analysis of In Situ Deformation and Failure of the Large-Span Open-Off Cut Roof with Argillaceous Cemented Sandstone

Through the field investigation, it was found that the roof of the 207 open-off cut roadway is argillaceous cemented sandstone. This leads to low shear strength, poor adhesion between layers, and interlaminar dislocation and separation. The bearing stability of the surrounding rock of the sandstone roof is affected by the argillaceous cementation. The bending deformation of the surrounding rock of the cut roadway is obvious. The span of 207 cut roadway is largely limiting the effect of active support of argillaceous cemented sandstone roof.


## 2.1. General Situation of the Engineering

As for 207 fully mechanized working faces of Wanli No. 1 Mine, the 31 upper coal seam (the buried depth is about 110 m) is the main seam for mining, with an average coal thickness of 3.5 m, 0–8° coal seam inclination angle, and 1 to 2 layers of gangue. The rectangular cross-section (7600 mm × 3500 mm) of the 207 open-off cut roadway is dug along the floor. The roof is the fine siltstone featured with argillaceous cementation and poor stability. It is a soft and semihard rock stratum and easy to prone to roof instability. The floor is made of siltstone and fine sandstone, which are of argillaceous cementation.


## 2.2. Macroscopic Analysis of In Situ Deformation and Failure of the Large-Span Open-Off Cut Roof with Argillaceous Cemented Sandstone

Through the field investigation, it was found that the roof of the 207 open-off cut roadway is argillaceous cemented sandstone. This leads to low shear strength, poor adhesion between layers, and interlaminar dislocation and separation. The bearing stability of the surrounding rock of the sandstone roof is affected by the argillaceous cementation. The bending deformation of the surrounding rock of the cut roadway is obvious. The span of 207 cut roadway is largely limiting the effect of active support of argillaceous cemented sandstone roof.


## 3. Mechanical Stability Analysis of Large-Span Open-Off Cut with Argillaceous Cemented Sandstone Layered Roof

### 3.1. Mechanical Mechanism of Instability and Caving of Layered Rock Mass Roof Surrounding

The horizontal layered rock mass is considered the research object. When excavating the roadway in a horizontally stratified rock mass, there are different stress modes of rock stratum and the law of stress transfer between surrounding rock layers compared to the roadways with homogeneous surrounding rock conditions. Hence, the deformation law and failure form are also different from those of the roadway with the homogeneous surrounding rock.To assess the medium stability of layered rock mass in the roadway, the mechanical model of the roof under layered rock mass is established, considering the following assumptions:(1)
The layered caving roof of rectangular roadway in the horizontal layered rock mass is simplified into a cantilevered rock superimposed beam model for analysis.(2)
The top of the layered rock mass on the left side of the rectangular roadway is studied since the rock properties of the left and right sides of the rectangular roadway are axisymmetric with the vertical axis of the roadway.(3)
Since the axial length of the roadway is much larger than the size of the cross section, there is the problem of plane stress and strain for the mechanical analysis of the surrounding rock stability of the layered rock mass roof.(4)
The time has no effect.(5)
It is essential to consider the rock weight of the falling surrounding rock while avoiding too cumbersome analysis. To establish the mathematical model, the load on the upper part of the failing roof is the original rock stress.(6)
Under the layered rock mass, each layer of rock mass parallel to each bedding plane has transversely isotropic and the same composition. Moreover, the interlayer of rock mass perpendicular to the bedding plane has longitudinal anisotropy.To facilitate the analysis, the left half part of the arch was taken to establish the mechanical model (Figure1).Figure 1
The mechanics model of caving arch.Considering the horizontal stressT, the caving arch was cut open from the middle, and the left part was taken for research. The vertical functions were uniformly distributed loadq and lateral uniformly distributed loadλq, then the moment equilibrium equation of point M is as follows [25–27]:(1)Ty−qx22−λqy22=0.Regarding the projection equilibrium equation of the whole left half of the force along thex-axis direction, we have the following:(2)T=λqb+fqaK.It can be obtained as follows:(3)b=aλfK2+λ−faλK.Substituting the above formula into the original formula (1), the mechanical equilibrium equation of the caving arch is obtained as follows:(4)x2λa/λf/K2+λ2+y−a/λf/K2+λ2a/λf/K2+λ2=1,where f represents the hardness coefficient, a denotes the semiwidth of the roadway, q shows the roof load of the roadway (MPa), λ is the lateral pressure coefficient, and K represents the safety coefficient.According to the on-site investigations and previous research findings on roadway caving, a caving arch structure was formed from bottom to top by the roof surrounding rock caving gradually until the rock mass at the roof could bear caving under a certain span. Therefore, since the roof surrounding rock of layered surrounding rock body fell gradually from bottom to top, the mechanical model of the surrounding rock caving arch of the roadway roof was correspondingly established (Figure2).Figure 2
The mechanical model of open-off cut roadway caving arch.The surrounding rock of the roadway roof is divided inton horizontal rock layers. The first horizontal layer is the rock layer for the first time caving rock layer with the height of h1, and the span is 2a (the roadway width), the effects of the roof surrounding rock horizontally bearing stress on the height of caving arch were calculated based on the model introduced in the literature [28–33]. The morphology and structure of the 2nd caving layer were analyzed based on the first time caving rock layer.The shape of the caving arch within the range of the first time caving layer is as follows:(5)x12λa1/λf1/K12+λ2+b1−h1−a1/λf1/K12+λ2a1/λf1/K12+λ2=1.Then, the expression ofx1 as the first fracture was obtained as follows:(6)x1=λb1−h1aλf1K12+λ−b1−h12y1=h1.According to the principle of equation (5), the morphological structure of No. i layer of caving was analyzed considering No. i − 1 rock layer as the basis. Then, the caving arch morphological form within No. i horizontal rock layer of roadway roof could be deduced:(7)xi2λai/λfi/Ki2+λ2+yi−ai/λfi/Ki2+λ2ai/λfi/Ki2+λ2=1.Then, thexi as the nth fracture can be expressed as follows:(8)xi=λbi−hiaiλfiKi2+λ−bi−hi2yi=hi,wherein ai=xi−1.The caving height of the layered rock mass roadway roof is determined by the difference betweenbi and hi when bi−hi≤0. The arch structure is in equilibrium with a height of ∑i=1nbi=h1+h2,……,hi−1+hi.Based on the engineering conditions of 207 working faces of the open-off cut roadway of Wangli No. 1 Mine, the original rock stress load of the roadway wasq = 3 MPa. The lateral pressure coefficient was λ=1.2. The roadway width was set as 2a=8m, the roadway height was h=3.5m, and the stress concentration coefficient was k=1. The various rock layers of the roof included the shallow part of 1.4 m thick composed of fine, silty, and argillaceous sandstone. The Protodyakonov coefficient was fi=0.3, and the total thickness of the overlying strata with fine and medium sandstone medium was 13.2 m. Based on the above conditions, it can be calculated as b1=3.045m, b2=2.572m, b3=2.045m, b4=1.395m, since b4=1.395m≤h3=1.4m, the recursive solution ends. Therefore, the caving arch height of open-off cut roadway roof of 207 working face of layered surrounding rock body should be as follows:(9)∑i=1nbi=h1+h2+h3+h4=1.4+1.4+1.4+1.395=5.595.


### 3.2. Mechanical Analysis on Stability of the Open-Off Cut with Argillaceous Cemented Sandstone Layered Roof under Anchor Cable Suspension

The composite roof beam structure within the anchorage range of the bolt was considered as the research object. The simply supported beam structure of the composite roof [32, 34–36] was used to construct a mechanical model for analyzing the stability of the cable suspension structure with an argillaceous cemented sandstone roof (Figure 3).Figure 3
The mechanical model schematic diagram of composite beam structure under cable suspension.Under vertical and horizontal stress, the deformation equation of the stratified roof beam is as follows:(10)d2wmdx2=MmxEJ,where wm is the beam deformation deflection (m) and Mm(x) denote the moment of the beam with layered roof (N·m). E is the elastic modulus of the composite beam, E=∑i=1uEihi/∑i=1uhi (GPa) and u show the number of rock layers in the beam. hi represents the rock strata thickness from floor to top in the roof, and i the value is set as 1∼u. Ei denotes the elastic modulus of rock strata from floor to top in the roof, GPa. J represents the moment of inertia of beam cross-section, J=bD3/12 (m4),and b is the cross-section width of a roof beam (m).The roof anchorage within the bolt supporting range was deemed as the simply supporting structure of the beam. Based on the mechanical theory of layered roof beam, the moment equation of layered roof beam is as follows:(11)Mmx=−PvL2x+Pvx22−PhDwm+MFmx,MFmx=∑t=1nFcLL−∑i=1taix−∑t=1mFcx−∑j=1tajx∈∑j=1maj,∑j=1m+1aj,where Pv is the vertical stress, MPa, and Ph show the horizontal stress, MPa. L represents the beam span, m. D is the structural thickness of the roof anchor beam, m, and MFm(x) shows the moment of the cable position in the beam, N·m. Fc represents the concentrated force of roof anchor cable suspension, kN, and n is the number of disposing roof cables. ai denotes the space between cables, m. m has the value of 1∼n, representing the position of No. m anchor cable inside the roof, and its distance to the roof end origin is ∑j=1naj.Lettingk2=PhD/EJ, the general solution of the differential equation is obtained:(12)wm=Amcoskx+Bmsinkx+−PvLx+Pvx2−MFmEJk2−PvEJ,(13)Mmx=−PhDAmcoshx+Bmsinhx−PvPhDk2,(14)Fsmx=PhDkAmsinkx−Bmcoskx,where Fsm shows the sheer force of beam with layered roof, N. Am, Bm are the node coefficients of each cable in the beam structure.According to the continuity of beam, the deflection, moment, and shear force conditions at each position of the beam are satisfied as follows:wmx|x=∑j=1maj=wm−1x|x=∑j=1maj; Mmx|x=∑j=1maj=Mm−1x|x=∑j=1maj; Fsmx|x=∑j=1maj=Fsm−1x|x=∑j=1maj+Fc.Meanwhile, at both ends of the roof beam, there arew0x|x=0=0, wn+1x|x=L=0, M0x|x=0=0, and Mn+1x|x=L=0.Integrating the boundary conditions with the formulas (12)–(14), we have the following:(15)A0=PvPhDk2,B0=PvPhDk21sinkL−cotkL+FcPhDk∑t=1ncosk∑j=1taj−cotkL∑t=1nsink∑j=1taj,Am=Am−1+FcPhDksink∑j=1maj,Bm=Bm−1−FcPhDkcosk∑j=1maj,in which A0 and B0 are the node coefficients at the beginning end of the beam structure.


## 3.1. Mechanical Mechanism of Instability and Caving of Layered Rock Mass Roof Surrounding

The horizontal layered rock mass is considered the research object. When excavating the roadway in a horizontally stratified rock mass, there are different stress modes of rock stratum and the law of stress transfer between surrounding rock layers compared to the roadways with homogeneous surrounding rock conditions. Hence, the deformation law and failure form are also different from those of the roadway with the homogeneous surrounding rock.To assess the medium stability of layered rock mass in the roadway, the mechanical model of the roof under layered rock mass is established, considering the following assumptions:(1)
The layered caving roof of rectangular roadway in the horizontal layered rock mass is simplified into a cantilevered rock superimposed beam model for analysis.(2)
The top of the layered rock mass on the left side of the rectangular roadway is studied since the rock properties of the left and right sides of the rectangular roadway are axisymmetric with the vertical axis of the roadway.(3)
Since the axial length of the roadway is much larger than the size of the cross section, there is the problem of plane stress and strain for the mechanical analysis of the surrounding rock stability of the layered rock mass roof.(4)
The time has no effect.(5)
It is essential to consider the rock weight of the falling surrounding rock while avoiding too cumbersome analysis. To establish the mathematical model, the load on the upper part of the failing roof is the original rock stress.(6)
Under the layered rock mass, each layer of rock mass parallel to each bedding plane has transversely isotropic and the same composition. Moreover, the interlayer of rock mass perpendicular to the bedding plane has longitudinal anisotropy.To facilitate the analysis, the left half part of the arch was taken to establish the mechanical model (Figure1).Figure 1
The mechanics model of caving arch.Considering the horizontal stressT, the caving arch was cut open from the middle, and the left part was taken for research. The vertical functions were uniformly distributed loadq and lateral uniformly distributed loadλq, then the moment equilibrium equation of point M is as follows [25–27]:(1)Ty−qx22−λqy22=0.Regarding the projection equilibrium equation of the whole left half of the force along thex-axis direction, we have the following:(2)T=λqb+fqaK.It can be obtained as follows:(3)b=aλfK2+λ−faλK.Substituting the above formula into the original formula (1), the mechanical equilibrium equation of the caving arch is obtained as follows:(4)x2λa/λf/K2+λ2+y−a/λf/K2+λ2a/λf/K2+λ2=1,where f represents the hardness coefficient, a denotes the semiwidth of the roadway, q shows the roof load of the roadway (MPa), λ is the lateral pressure coefficient, and K represents the safety coefficient.According to the on-site investigations and previous research findings on roadway caving, a caving arch structure was formed from bottom to top by the roof surrounding rock caving gradually until the rock mass at the roof could bear caving under a certain span. Therefore, since the roof surrounding rock of layered surrounding rock body fell gradually from bottom to top, the mechanical model of the surrounding rock caving arch of the roadway roof was correspondingly established (Figure2).Figure 2
The mechanical model of open-off cut roadway caving arch.The surrounding rock of the roadway roof is divided inton horizontal rock layers. The first horizontal layer is the rock layer for the first time caving rock layer with the height of h1, and the span is 2a (the roadway width), the effects of the roof surrounding rock horizontally bearing stress on the height of caving arch were calculated based on the model introduced in the literature [28–33]. The morphology and structure of the 2nd caving layer were analyzed based on the first time caving rock layer.The shape of the caving arch within the range of the first time caving layer is as follows:(5)x12λa1/λf1/K12+λ2+b1−h1−a1/λf1/K12+λ2a1/λf1/K12+λ2=1.Then, the expression ofx1 as the first fracture was obtained as follows:(6)x1=λb1−h1aλf1K12+λ−b1−h12y1=h1.According to the principle of equation (5), the morphological structure of No. i layer of caving was analyzed considering No. i − 1 rock layer as the basis. Then, the caving arch morphological form within No. i horizontal rock layer of roadway roof could be deduced:(7)xi2λai/λfi/Ki2+λ2+yi−ai/λfi/Ki2+λ2ai/λfi/Ki2+λ2=1.Then, thexi as the nth fracture can be expressed as follows:(8)xi=λbi−hiaiλfiKi2+λ−bi−hi2yi=hi,wherein ai=xi−1.The caving height of the layered rock mass roadway roof is determined by the difference betweenbi and hi when bi−hi≤0. The arch structure is in equilibrium with a height of ∑i=1nbi=h1+h2,……,hi−1+hi.Based on the engineering conditions of 207 working faces of the open-off cut roadway of Wangli No. 1 Mine, the original rock stress load of the roadway wasq = 3 MPa. The lateral pressure coefficient was λ=1.2. The roadway width was set as 2a=8m, the roadway height was h=3.5m, and the stress concentration coefficient was k=1. The various rock layers of the roof included the shallow part of 1.4 m thick composed of fine, silty, and argillaceous sandstone. The Protodyakonov coefficient was fi=0.3, and the total thickness of the overlying strata with fine and medium sandstone medium was 13.2 m. Based on the above conditions, it can be calculated as b1=3.045m, b2=2.572m, b3=2.045m, b4=1.395m, since b4=1.395m≤h3=1.4m, the recursive solution ends. Therefore, the caving arch height of open-off cut roadway roof of 207 working face of layered surrounding rock body should be as follows:(9)∑i=1nbi=h1+h2+h3+h4=1.4+1.4+1.4+1.395=5.595.


## 3.2. Mechanical Analysis on Stability of the Open-Off Cut with Argillaceous Cemented Sandstone Layered Roof under Anchor Cable Suspension

The composite roof beam structure within the anchorage range of the bolt was considered as the research object. The simply supported beam structure of the composite roof [32, 34–36] was used to construct a mechanical model for analyzing the stability of the cable suspension structure with an argillaceous cemented sandstone roof (Figure 3).Figure 3
The mechanical model schematic diagram of composite beam structure under cable suspension.Under vertical and horizontal stress, the deformation equation of the stratified roof beam is as follows:(10)d2wmdx2=MmxEJ,where wm is the beam deformation deflection (m) and Mm(x) denote the moment of the beam with layered roof (N·m). E is the elastic modulus of the composite beam, E=∑i=1uEihi/∑i=1uhi (GPa) and u show the number of rock layers in the beam. hi represents the rock strata thickness from floor to top in the roof, and i the value is set as 1∼u. Ei denotes the elastic modulus of rock strata from floor to top in the roof, GPa. J represents the moment of inertia of beam cross-section, J=bD3/12 (m4),and b is the cross-section width of a roof beam (m).The roof anchorage within the bolt supporting range was deemed as the simply supporting structure of the beam. Based on the mechanical theory of layered roof beam, the moment equation of layered roof beam is as follows:(11)Mmx=−PvL2x+Pvx22−PhDwm+MFmx,MFmx=∑t=1nFcLL−∑i=1taix−∑t=1mFcx−∑j=1tajx∈∑j=1maj,∑j=1m+1aj,where Pv is the vertical stress, MPa, and Ph show the horizontal stress, MPa. L represents the beam span, m. D is the structural thickness of the roof anchor beam, m, and MFm(x) shows the moment of the cable position in the beam, N·m. Fc represents the concentrated force of roof anchor cable suspension, kN, and n is the number of disposing roof cables. ai denotes the space between cables, m. m has the value of 1∼n, representing the position of No. m anchor cable inside the roof, and its distance to the roof end origin is ∑j=1naj.Lettingk2=PhD/EJ, the general solution of the differential equation is obtained:(12)wm=Amcoskx+Bmsinkx+−PvLx+Pvx2−MFmEJk2−PvEJ,(13)Mmx=−PhDAmcoshx+Bmsinhx−PvPhDk2,(14)Fsmx=PhDkAmsinkx−Bmcoskx,where Fsm shows the sheer force of beam with layered roof, N. Am, Bm are the node coefficients of each cable in the beam structure.According to the continuity of beam, the deflection, moment, and shear force conditions at each position of the beam are satisfied as follows:wmx|x=∑j=1maj=wm−1x|x=∑j=1maj; Mmx|x=∑j=1maj=Mm−1x|x=∑j=1maj; Fsmx|x=∑j=1maj=Fsm−1x|x=∑j=1maj+Fc.Meanwhile, at both ends of the roof beam, there arew0x|x=0=0, wn+1x|x=L=0, M0x|x=0=0, and Mn+1x|x=L=0.Integrating the boundary conditions with the formulas (12)–(14), we have the following:(15)A0=PvPhDk2,B0=PvPhDk21sinkL−cotkL+FcPhDk∑t=1ncosk∑j=1taj−cotkL∑t=1nsink∑j=1taj,Am=Am−1+FcPhDksink∑j=1maj,Bm=Bm−1−FcPhDkcosk∑j=1maj,in which A0 and B0 are the node coefficients at the beginning end of the beam structure.


## 4. Research on Supporting Technology for the Large-Span Open-Off Cut with Argillaceous Cemented Sandstone Layered Roof

### 4.1. Support Scheme Design

Based on the on-site investigation and above theoretical analysis and research, the supporting scheme was designed for the surrounding rock of the 31 upper 207 large-span open-off cut roadway of Wanli No. 1 Mine (Figures4 and 5). The main supporting parameters and specific supporting scheme are as follows:(1)
Roof supporting parameters: as shown in Figure4, the roof bolts were made of Φ18 × 2100 mm deformed steel bolt, equipped with a 150 × 150 × 10 mm dish-shaped iron tray. The distance between rows is 900 × 1000 mm; the cables were made of Φ17.8 × 8000 mm and Φ17.8 × 6500 mm steel strands, equipped with 300 × 300 × 16 mm flat trays. The distance between bolts on both sides of the roadway roof to each roadway side was 250 mm. For other bolts, the distance between the main and the auxiliary sides were all 900 mm, and the row spacing of the roof bolt was set as 1000 mm. Five anchor cables were arranged on the roof (including 3 cables in the middle, the spacing of 1200 × 2000 mm between rows, and 2 cables were installed on the roof on both sides with 250 mm spacing to the corresponding side respectively). They were connected by a W-shaped steel strip. Another 2 cables were installed between each row cables with the spacing of 3600 × 2000 mm for safety; the reinforcement mesh was welded with Φ6.5 mm steel bars, the mesh size was 5400 × 1100 mm, the reinforcement mesh was 120 × 120 mm. The steel mesh was used horizontally with its long side vertical to both sides of the roadway with the overlapped mesh of 100 mm. The mesh patches were bound by 14# double-strand lead wires into “W” shapes. Moreover, the spacing between binding wires should not be greater than 240 mm. The bolts were applied to compact the overlapped part of mesh patches. For parts that cannot be compacted by bolts, the binding wire should be densified for connection, and the spacing should not be greater than 200 mm.(2)
The parameters of roadway side supporting: as shown in Figure5, the main side bolts were made of Φ20 × 2000 mm FRP with 900 × 1000 mm spacing between rows. Each row was supported by 4 bolts, the top row bolts of the roadway side were 400 mm away from the roof. Meanwhile, the top bolt of each row cooperated with bamboo tray supporting. The side mesh was made of 35000 × 5000 mm flame-retardant plastic mesh, and the overlapped part between the plastic mesh patches was no less than 100 mm and bound by the double-stranded 14# lead wires into a “W”-shape. The distance between binding wires was no more than 200 mm. The auxiliary bolts were made of Φ16 × 1800 mm round steel bolts and equipped with a 120 × 120 × 8 mm tray. The spacing between rows was 1000 × 1000 mm, and the bolts of the top row were 400 mm away from the roof. The side mesh was made of 2900 × 1100 mm reinforcing mesh, for which the overlapped part of the reinforcing mesh patches was about 100 mm. The overlapped part should be bound by double-strand 14# lead wire into a “W”-shape. The spacing between binding wires should not be more than 300 mm, at the same time. The overlapped part width of the auxiliary mesh and the roof mesh was no less than 100 mm.Figure 4
The schematic diagram of supporting for 31 upper 207 open-off cut roadway roof.Figure 5
The sectional diagram of supporting for 31 upper 207 open-off cut roadway roof.


### 4.2. Stability Verification of Anchored Roof Supporting

#### 4.2.1. Stability Mechanics Discrimination

The maximum deflectionwMax of the mechanical model of the Layered roof beam under the action of cables suspension was obtained based on equations (12) and (15). The bearing stability of the cable suspension structure was evaluated considering the rock mass gravity load of the roof caving area by the cable suspension and the roof bending deformation as the standard. Hence, the equation for stability criterion condition of the roof surrounding rock-supporting was obtained:(16)nFc>γHbL,wmax≤w,where n is the number of cables, 5 cables were arranged; γ shows the bulk density of roof rock mass, for which, the value was adjusted as 2600 kg/m3; Hb is the maximum height of roof caving range, the roof caving height of 207 open-off cut was around 4 m based on the on-site investigation; w is the roof bending deformation, mm. Considering the tensile elongation rate of cable, it is taken as 10% of cable length of the anchor lms; L is the span adjusted as 7.6 m; wmax shows the maximum bending deformation of the roof, mm.Integrating equations (12), (14), and (15), we have the following:(17)nFc=5×400×103=20×105>γHbLb=2.6×104×4×7.6×2=15.8×105,wmax=194.4mm≤w=7%×8.0=560mm.The above stability criterion calculation was considered for the surrounding rock-supporting of the open-off cut roadway with argillaceous cemented sandstone rock roof of 207 working face. It was found that the rock mass gravity load was stable in the roof caving area by open-off cut roadway cable suspension of 207 working face. Moreover, the roof bending deformation was within the bearing capacity range of the cable suspension structure. Therefore, the proposed support design scheme met the safety requirements.


#### 4.2.2. Stability Numerical Simulation Analysis

Brief introduction of numerical modeling: FLAC3D modeling is represented in Figure6. The lateral four faces adopt a horizontal fixed boundary. A vertical fixed boundary is adopted by the bottom, and the top boundary is set as the stress boundary. The load is 120 m and the dead weight of the overlying strata is about 3 MPa. The rock mechanics test results were obtained by the on-site geological survey and related research. The rock mass mechanics parameters used in the simulation calculation are presented in Table 1.Figure 6
The numerical calculation model.Table 1
The mechanical parameters of coal and rock.
MineralBulk density (kg/m3)Shear modulus (GPa)Bulk modulus (GPa)Cohesion (MPa)Friction angle (°)Tensile strength (MPa)Medium sandstone25600.470.621.20280.50Fine sandstone26000.460.611.10280.46Fine and medium sandstone25600.440.591.10270.45Fine, silty and muddy sand strata25500.410.681.05270.4331 upper coal seam24000.370.790.85260.34Siltstone24500.420.711.10270.45Siltstone, fine sandstone25600.440.591.10270.45Fine sandstone26000.460.611.20280.50Simulation process: The parameter modeling and parameter assignment of the surrounding rock conditions were integrated for the cut roadway in the 31 upper 207 working face open-off cut roadway of Wanli No. 1 Coal Mine. The boundary mechanical conditions and displacement conditions are given or limited, and the initial stress field (unexcavated disturbance) balance is completed. First, the stress environment of the surrounding rock of the cut roadway is simulated and calculated in the balanced 31 upper 207 working face open-off cut roadway. The cut roadway in 31 upper 207 working face open-off cut roadway is calculated and balanced; then the displacement is cleared and the cut roadway is excavated to analyze the deformation. Hence, the failure process and evolution law of the surrounding rock of the roadway under the condition of layered rock mass without support are assessed. The simulation calculation of roadway excavation is completed. Thus, the stress state, failure, and deformation characteristics of roadway surrounding rock under the condition of cut roadway layered rock mass in 31 upper 207 working face open-off cut roadway are analyzed.As seen in Figure7, the bolt anchorage range covered most plastic areas of the layered roof surrounding rock. Moreover, the plastic area in the deeper region was borne by the cable and steel belt suspension. According to the comprehensive simulation, it was believed that the maximum depth of the plastic area of the layered roof surrounding rock reached 3.5 m. However, there may be local layer separation at 5 m position. Fortunately, the anchoring position of the cable reached 8 m depth, guaranteeing a comparatively stable bearing effect.Figure 7
The plastic zone distribution of surrounding rock under combined support.According to Figure8, when the yield load of the bolt was 335 MPa, the maximum bear load of the bolt was 156 MPa, and the same data of cable was 1200 MPa. Meanwhile, the maximum force load of the cable was 420 MPa. At the same time, the stress deformation of bolt and cable were, respectively, 0.05 m and 0.9 m. They were both lower than the 18% and 7% elongation rate requirements on components of bolt and cable. The roadway supporting structure of the 207 open-off cut roadway layered roof and the control status of surrounding rock were both stable. This indicated that the supporting effect is effective and the surrounding rock deformation was effectively controlled.Figure 8
The axial stress distribution characteristics of each component under combined support.


### 4.3. Feedback and Analysis of Supporting Effects on Engineering Site

#### 4.3.1. The Feedback Evaluation of Borehole Peering Situation on the Roof Surrounding Rock

Considering the complicated geological conditions of the surrounding rock, it is normally hard to accurately obtain the failure distribution of roadway surrounding rock mass by mechanical theory derivation and analysis. Therefore, the technical means of borehole peering could be utilized to intuitively collect information on the development of surrounding rock failure. Two measuring points were arranged at the appropriate positions of the 207 open-off cut roadway roof.In the peeping image of 1# borehole, significant failure characteristics could be seen clearly on the roof surface surrounding the rock. There was a broken surrounding rock attached with silt at 10 cm depth of 1# borehole. Meanwhile, positions of 150 cm, 170 cm, 560 cm, and 610 cm depth of 1# borehole, significant bedding characteristics of rock layer could be observed. No significant cracks were found, although the accumulated water was found in 1# peering lens. It is mainly due to the water spraying and slag discharging measures taken by drilling equipment during the drilling process, which wet the bore wall. Generally, the bore wall of 1# borehole has good integrity, and the roof surrounding rock has no obvious failure characteristics under the support. The deformation and failure status of the surrounding rock at this position are not relatively small.Obvious surrounding rock fracture characteristics can be observed from the 2# borehole peering image. The bore wall at 20 cm deep of 2# borehole was comparatively complete. The significant bedding structure characteristics of different rock layer mediums could be seen at 150 cm, 220 cm, 260 cm, 360 cm, 440 cm, 500 cm, and 700 cm depth of 2# borehole. No obvious fractures were found at the above-mentioned positions, though there found obvious bedding structure characteristics of different rock layer medium at 600–800 cm depth positions of 2# borehole lends. These positions were also within the bolt and cable range. However, no obvious fractures were found there. The cable anchor support function was stable. Based on the integrity bore wall of 2# borehole, the roof surrounding rock had no obvious failure characteristics under the current supporting, and the overall deformation and failure of roadway surrounding rock were small.


#### 4.3.2. The Feedback and Analysis of Supporting Effect on Engineering Site

On the third day after installation, the bearing force of the cable reached stabilized status. The feedback data from the anchor cable dynamometer is represented in Figure9 based on the observation for nearly 25 d. According to the feedback data, the cable at 1# and 2# measuring points at the middle part of the open-off cut roadway was borne 45–50 kN pulling force, while the 3# and 4# measuring points at the ends of the open-off cut roadway were borne 90–103 kN pulling force. None of them exceed the limit load of cable. At the same time, the on-site borehole peering was combined to observe the failure and fracture of the roof surrounding rock. It was found that the surrounding rock control of the 207 open-off cut roadway is effective and reaches expected requirements.Figure 9
The monitoring feedback of cable stress state.


## 4.1. Support Scheme Design

Based on the on-site investigation and above theoretical analysis and research, the supporting scheme was designed for the surrounding rock of the 31 upper 207 large-span open-off cut roadway of Wanli No. 1 Mine (Figures4 and 5). The main supporting parameters and specific supporting scheme are as follows:(1)
Roof supporting parameters: as shown in Figure4, the roof bolts were made of Φ18 × 2100 mm deformed steel bolt, equipped with a 150 × 150 × 10 mm dish-shaped iron tray. The distance between rows is 900 × 1000 mm; the cables were made of Φ17.8 × 8000 mm and Φ17.8 × 6500 mm steel strands, equipped with 300 × 300 × 16 mm flat trays. The distance between bolts on both sides of the roadway roof to each roadway side was 250 mm. For other bolts, the distance between the main and the auxiliary sides were all 900 mm, and the row spacing of the roof bolt was set as 1000 mm. Five anchor cables were arranged on the roof (including 3 cables in the middle, the spacing of 1200 × 2000 mm between rows, and 2 cables were installed on the roof on both sides with 250 mm spacing to the corresponding side respectively). They were connected by a W-shaped steel strip. Another 2 cables were installed between each row cables with the spacing of 3600 × 2000 mm for safety; the reinforcement mesh was welded with Φ6.5 mm steel bars, the mesh size was 5400 × 1100 mm, the reinforcement mesh was 120 × 120 mm. The steel mesh was used horizontally with its long side vertical to both sides of the roadway with the overlapped mesh of 100 mm. The mesh patches were bound by 14# double-strand lead wires into “W” shapes. Moreover, the spacing between binding wires should not be greater than 240 mm. The bolts were applied to compact the overlapped part of mesh patches. For parts that cannot be compacted by bolts, the binding wire should be densified for connection, and the spacing should not be greater than 200 mm.(2)
The parameters of roadway side supporting: as shown in Figure5, the main side bolts were made of Φ20 × 2000 mm FRP with 900 × 1000 mm spacing between rows. Each row was supported by 4 bolts, the top row bolts of the roadway side were 400 mm away from the roof. Meanwhile, the top bolt of each row cooperated with bamboo tray supporting. The side mesh was made of 35000 × 5000 mm flame-retardant plastic mesh, and the overlapped part between the plastic mesh patches was no less than 100 mm and bound by the double-stranded 14# lead wires into a “W”-shape. The distance between binding wires was no more than 200 mm. The auxiliary bolts were made of Φ16 × 1800 mm round steel bolts and equipped with a 120 × 120 × 8 mm tray. The spacing between rows was 1000 × 1000 mm, and the bolts of the top row were 400 mm away from the roof. The side mesh was made of 2900 × 1100 mm reinforcing mesh, for which the overlapped part of the reinforcing mesh patches was about 100 mm. The overlapped part should be bound by double-strand 14# lead wire into a “W”-shape. The spacing between binding wires should not be more than 300 mm, at the same time. The overlapped part width of the auxiliary mesh and the roof mesh was no less than 100 mm.Figure 4
The schematic diagram of supporting for 31 upper 207 open-off cut roadway roof.Figure 5
The sectional diagram of supporting for 31 upper 207 open-off cut roadway roof.


## 4.2. Stability Verification of Anchored Roof Supporting

### 4.2.1. Stability Mechanics Discrimination

The maximum deflectionwMax of the mechanical model of the Layered roof beam under the action of cables suspension was obtained based on equations (12) and (15). The bearing stability of the cable suspension structure was evaluated considering the rock mass gravity load of the roof caving area by the cable suspension and the roof bending deformation as the standard. Hence, the equation for stability criterion condition of the roof surrounding rock-supporting was obtained:(16)nFc>γHbL,wmax≤w,where n is the number of cables, 5 cables were arranged; γ shows the bulk density of roof rock mass, for which, the value was adjusted as 2600 kg/m3; Hb is the maximum height of roof caving range, the roof caving height of 207 open-off cut was around 4 m based on the on-site investigation; w is the roof bending deformation, mm. Considering the tensile elongation rate of cable, it is taken as 10% of cable length of the anchor lms; L is the span adjusted as 7.6 m; wmax shows the maximum bending deformation of the roof, mm.Integrating equations (12), (14), and (15), we have the following:(17)nFc=5×400×103=20×105>γHbLb=2.6×104×4×7.6×2=15.8×105,wmax=194.4mm≤w=7%×8.0=560mm.The above stability criterion calculation was considered for the surrounding rock-supporting of the open-off cut roadway with argillaceous cemented sandstone rock roof of 207 working face. It was found that the rock mass gravity load was stable in the roof caving area by open-off cut roadway cable suspension of 207 working face. Moreover, the roof bending deformation was within the bearing capacity range of the cable suspension structure. Therefore, the proposed support design scheme met the safety requirements.


### 4.2.2. Stability Numerical Simulation Analysis

Brief introduction of numerical modeling: FLAC3D modeling is represented in Figure6. The lateral four faces adopt a horizontal fixed boundary. A vertical fixed boundary is adopted by the bottom, and the top boundary is set as the stress boundary. The load is 120 m and the dead weight of the overlying strata is about 3 MPa. The rock mechanics test results were obtained by the on-site geological survey and related research. The rock mass mechanics parameters used in the simulation calculation are presented in Table 1.Figure 6
The numerical calculation model.Table 1
The mechanical parameters of coal and rock.
MineralBulk density (kg/m3)Shear modulus (GPa)Bulk modulus (GPa)Cohesion (MPa)Friction angle (°)Tensile strength (MPa)Medium sandstone25600.470.621.20280.50Fine sandstone26000.460.611.10280.46Fine and medium sandstone25600.440.591.10270.45Fine, silty and muddy sand strata25500.410.681.05270.4331 upper coal seam24000.370.790.85260.34Siltstone24500.420.711.10270.45Siltstone, fine sandstone25600.440.591.10270.45Fine sandstone26000.460.611.20280.50Simulation process: The parameter modeling and parameter assignment of the surrounding rock conditions were integrated for the cut roadway in the 31 upper 207 working face open-off cut roadway of Wanli No. 1 Coal Mine. The boundary mechanical conditions and displacement conditions are given or limited, and the initial stress field (unexcavated disturbance) balance is completed. First, the stress environment of the surrounding rock of the cut roadway is simulated and calculated in the balanced 31 upper 207 working face open-off cut roadway. The cut roadway in 31 upper 207 working face open-off cut roadway is calculated and balanced; then the displacement is cleared and the cut roadway is excavated to analyze the deformation. Hence, the failure process and evolution law of the surrounding rock of the roadway under the condition of layered rock mass without support are assessed. The simulation calculation of roadway excavation is completed. Thus, the stress state, failure, and deformation characteristics of roadway surrounding rock under the condition of cut roadway layered rock mass in 31 upper 207 working face open-off cut roadway are analyzed.As seen in Figure7, the bolt anchorage range covered most plastic areas of the layered roof surrounding rock. Moreover, the plastic area in the deeper region was borne by the cable and steel belt suspension. According to the comprehensive simulation, it was believed that the maximum depth of the plastic area of the layered roof surrounding rock reached 3.5 m. However, there may be local layer separation at 5 m position. Fortunately, the anchoring position of the cable reached 8 m depth, guaranteeing a comparatively stable bearing effect.Figure 7
The plastic zone distribution of surrounding rock under combined support.According to Figure8, when the yield load of the bolt was 335 MPa, the maximum bear load of the bolt was 156 MPa, and the same data of cable was 1200 MPa. Meanwhile, the maximum force load of the cable was 420 MPa. At the same time, the stress deformation of bolt and cable were, respectively, 0.05 m and 0.9 m. They were both lower than the 18% and 7% elongation rate requirements on components of bolt and cable. The roadway supporting structure of the 207 open-off cut roadway layered roof and the control status of surrounding rock were both stable. This indicated that the supporting effect is effective and the surrounding rock deformation was effectively controlled.Figure 8
The axial stress distribution characteristics of each component under combined support.


## 4.2.1. Stability Mechanics Discrimination

The maximum deflectionwMax of the mechanical model of the Layered roof beam under the action of cables suspension was obtained based on equations (12) and (15). The bearing stability of the cable suspension structure was evaluated considering the rock mass gravity load of the roof caving area by the cable suspension and the roof bending deformation as the standard. Hence, the equation for stability criterion condition of the roof surrounding rock-supporting was obtained:(16)nFc>γHbL,wmax≤w,where n is the number of cables, 5 cables were arranged; γ shows the bulk density of roof rock mass, for which, the value was adjusted as 2600 kg/m3; Hb is the maximum height of roof caving range, the roof caving height of 207 open-off cut was around 4 m based on the on-site investigation; w is the roof bending deformation, mm. Considering the tensile elongation rate of cable, it is taken as 10% of cable length of the anchor lms; L is the span adjusted as 7.6 m; wmax shows the maximum bending deformation of the roof, mm.Integrating equations (12), (14), and (15), we have the following:(17)nFc=5×400×103=20×105>γHbLb=2.6×104×4×7.6×2=15.8×105,wmax=194.4mm≤w=7%×8.0=560mm.The above stability criterion calculation was considered for the surrounding rock-supporting of the open-off cut roadway with argillaceous cemented sandstone rock roof of 207 working face. It was found that the rock mass gravity load was stable in the roof caving area by open-off cut roadway cable suspension of 207 working face. Moreover, the roof bending deformation was within the bearing capacity range of the cable suspension structure. Therefore, the proposed support design scheme met the safety requirements.


## 4.2.2. Stability Numerical Simulation Analysis

Brief introduction of numerical modeling: FLAC3D modeling is represented in Figure6. The lateral four faces adopt a horizontal fixed boundary. A vertical fixed boundary is adopted by the bottom, and the top boundary is set as the stress boundary. The load is 120 m and the dead weight of the overlying strata is about 3 MPa. The rock mechanics test results were obtained by the on-site geological survey and related research. The rock mass mechanics parameters used in the simulation calculation are presented in Table 1.Figure 6
The numerical calculation model.Table 1
The mechanical parameters of coal and rock.
MineralBulk density (kg/m3)Shear modulus (GPa)Bulk modulus (GPa)Cohesion (MPa)Friction angle (°)Tensile strength (MPa)Medium sandstone25600.470.621.20280.50Fine sandstone26000.460.611.10280.46Fine and medium sandstone25600.440.591.10270.45Fine, silty and muddy sand strata25500.410.681.05270.4331 upper coal seam24000.370.790.85260.34Siltstone24500.420.711.10270.45Siltstone, fine sandstone25600.440.591.10270.45Fine sandstone26000.460.611.20280.50Simulation process: The parameter modeling and parameter assignment of the surrounding rock conditions were integrated for the cut roadway in the 31 upper 207 working face open-off cut roadway of Wanli No. 1 Coal Mine. The boundary mechanical conditions and displacement conditions are given or limited, and the initial stress field (unexcavated disturbance) balance is completed. First, the stress environment of the surrounding rock of the cut roadway is simulated and calculated in the balanced 31 upper 207 working face open-off cut roadway. The cut roadway in 31 upper 207 working face open-off cut roadway is calculated and balanced; then the displacement is cleared and the cut roadway is excavated to analyze the deformation. Hence, the failure process and evolution law of the surrounding rock of the roadway under the condition of layered rock mass without support are assessed. The simulation calculation of roadway excavation is completed. Thus, the stress state, failure, and deformation characteristics of roadway surrounding rock under the condition of cut roadway layered rock mass in 31 upper 207 working face open-off cut roadway are analyzed.As seen in Figure7, the bolt anchorage range covered most plastic areas of the layered roof surrounding rock. Moreover, the plastic area in the deeper region was borne by the cable and steel belt suspension. According to the comprehensive simulation, it was believed that the maximum depth of the plastic area of the layered roof surrounding rock reached 3.5 m. However, there may be local layer separation at 5 m position. Fortunately, the anchoring position of the cable reached 8 m depth, guaranteeing a comparatively stable bearing effect.Figure 7
The plastic zone distribution of surrounding rock under combined support.According to Figure8, when the yield load of the bolt was 335 MPa, the maximum bear load of the bolt was 156 MPa, and the same data of cable was 1200 MPa. Meanwhile, the maximum force load of the cable was 420 MPa. At the same time, the stress deformation of bolt and cable were, respectively, 0.05 m and 0.9 m. They were both lower than the 18% and 7% elongation rate requirements on components of bolt and cable. The roadway supporting structure of the 207 open-off cut roadway layered roof and the control status of surrounding rock were both stable. This indicated that the supporting effect is effective and the surrounding rock deformation was effectively controlled.Figure 8
The axial stress distribution characteristics of each component under combined support.


## 4.3. Feedback and Analysis of Supporting Effects on Engineering Site

### 4.3.1. The Feedback Evaluation of Borehole Peering Situation on the Roof Surrounding Rock

Considering the complicated geological conditions of the surrounding rock, it is normally hard to accurately obtain the failure distribution of roadway surrounding rock mass by mechanical theory derivation and analysis. Therefore, the technical means of borehole peering could be utilized to intuitively collect information on the development of surrounding rock failure. Two measuring points were arranged at the appropriate positions of the 207 open-off cut roadway roof.In the peeping image of 1# borehole, significant failure characteristics could be seen clearly on the roof surface surrounding the rock. There was a broken surrounding rock attached with silt at 10 cm depth of 1# borehole. Meanwhile, positions of 150 cm, 170 cm, 560 cm, and 610 cm depth of 1# borehole, significant bedding characteristics of rock layer could be observed. No significant cracks were found, although the accumulated water was found in 1# peering lens. It is mainly due to the water spraying and slag discharging measures taken by drilling equipment during the drilling process, which wet the bore wall. Generally, the bore wall of 1# borehole has good integrity, and the roof surrounding rock has no obvious failure characteristics under the support. The deformation and failure status of the surrounding rock at this position are not relatively small.Obvious surrounding rock fracture characteristics can be observed from the 2# borehole peering image. The bore wall at 20 cm deep of 2# borehole was comparatively complete. The significant bedding structure characteristics of different rock layer mediums could be seen at 150 cm, 220 cm, 260 cm, 360 cm, 440 cm, 500 cm, and 700 cm depth of 2# borehole. No obvious fractures were found at the above-mentioned positions, though there found obvious bedding structure characteristics of different rock layer medium at 600–800 cm depth positions of 2# borehole lends. These positions were also within the bolt and cable range. However, no obvious fractures were found there. The cable anchor support function was stable. Based on the integrity bore wall of 2# borehole, the roof surrounding rock had no obvious failure characteristics under the current supporting, and the overall deformation and failure of roadway surrounding rock were small.


### 4.3.2. The Feedback and Analysis of Supporting Effect on Engineering Site

On the third day after installation, the bearing force of the cable reached stabilized status. The feedback data from the anchor cable dynamometer is represented in Figure9 based on the observation for nearly 25 d. According to the feedback data, the cable at 1# and 2# measuring points at the middle part of the open-off cut roadway was borne 45–50 kN pulling force, while the 3# and 4# measuring points at the ends of the open-off cut roadway were borne 90–103 kN pulling force. None of them exceed the limit load of cable. At the same time, the on-site borehole peering was combined to observe the failure and fracture of the roof surrounding rock. It was found that the surrounding rock control of the 207 open-off cut roadway is effective and reaches expected requirements.Figure 9
The monitoring feedback of cable stress state.


## 4.3.1. The Feedback Evaluation of Borehole Peering Situation on the Roof Surrounding Rock

Considering the complicated geological conditions of the surrounding rock, it is normally hard to accurately obtain the failure distribution of roadway surrounding rock mass by mechanical theory derivation and analysis. Therefore, the technical means of borehole peering could be utilized to intuitively collect information on the development of surrounding rock failure. Two measuring points were arranged at the appropriate positions of the 207 open-off cut roadway roof.In the peeping image of 1# borehole, significant failure characteristics could be seen clearly on the roof surface surrounding the rock. There was a broken surrounding rock attached with silt at 10 cm depth of 1# borehole. Meanwhile, positions of 150 cm, 170 cm, 560 cm, and 610 cm depth of 1# borehole, significant bedding characteristics of rock layer could be observed. No significant cracks were found, although the accumulated water was found in 1# peering lens. It is mainly due to the water spraying and slag discharging measures taken by drilling equipment during the drilling process, which wet the bore wall. Generally, the bore wall of 1# borehole has good integrity, and the roof surrounding rock has no obvious failure characteristics under the support. The deformation and failure status of the surrounding rock at this position are not relatively small.Obvious surrounding rock fracture characteristics can be observed from the 2# borehole peering image. The bore wall at 20 cm deep of 2# borehole was comparatively complete. The significant bedding structure characteristics of different rock layer mediums could be seen at 150 cm, 220 cm, 260 cm, 360 cm, 440 cm, 500 cm, and 700 cm depth of 2# borehole. No obvious fractures were found at the above-mentioned positions, though there found obvious bedding structure characteristics of different rock layer medium at 600–800 cm depth positions of 2# borehole lends. These positions were also within the bolt and cable range. However, no obvious fractures were found there. The cable anchor support function was stable. Based on the integrity bore wall of 2# borehole, the roof surrounding rock had no obvious failure characteristics under the current supporting, and the overall deformation and failure of roadway surrounding rock were small.


## 4.3.2. The Feedback and Analysis of Supporting Effect on Engineering Site

On the third day after installation, the bearing force of the cable reached stabilized status. The feedback data from the anchor cable dynamometer is represented in Figure9 based on the observation for nearly 25 d. According to the feedback data, the cable at 1# and 2# measuring points at the middle part of the open-off cut roadway was borne 45–50 kN pulling force, while the 3# and 4# measuring points at the ends of the open-off cut roadway were borne 90–103 kN pulling force. None of them exceed the limit load of cable. At the same time, the on-site borehole peering was combined to observe the failure and fracture of the roof surrounding rock. It was found that the surrounding rock control of the 207 open-off cut roadway is effective and reaches expected requirements.Figure 9
The monitoring feedback of cable stress state.


## 5. Conclusions

(1)
The argillaceous cementation results in poor adhesion between layers of sandstone roof and the low shear strength causes poor loading capacity. These factors simply cause interlayer dislocation and separation. Moreover, the roof also shows obvious bending and deformation owing to the large span of the open-off cut roadway.(2)
Considering the horizontal stratified rock mass as the research object, the mechanical mechanism of the surrounding rock instability and caving of the stratified rock mass roof was assessed. Hence, the caving arch height of the open-off cut roadway roof of 207 working faces was obtained.(3)
Taking the composite roof beam structure within the anchorage range of bolt as the research object, the mechanical analysis equation was deduced for the cable suspension stability of composite roof beam by the layered beam mechanical model. Thus, the supporting stability of the open-off cut roadway was analyzed and evaluated.(4)
The bolt anchors support the argillaceous cemented sandstone roof into a whole, restraining the interlayer dislocation. The cable layout can provide reliable support reaction force, reduce the span of the roof anchorage body, enhance the roof anchorage body stability, and improve the deformation effect.(5)
The site engineering practice reveals that the combined active supporting countermeasures proposed in this paper had a good effect on controlling large-span open-off cuts with stratified argillaceous cemented sandstone layered roof and met the safety production requirements.



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*Source: 8744081-2021-06-14.xml*