# The Study of Key Stratum Location and Characteristics on the Mining of Extremely Thick Coal Seam under Goaf

Authors: Gaochuan Guo; Yongkang Yang
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

The basis of traditional ground pressure and strata control techniques is the key strata theory, wherein the position of the key stratum can easily be determined for coal seams with regular thickness and without goaf. However, in the case of mining ultrathick coal seams underneath goaf, the traditional methods used for the calculation of key stratum position need to be improved in order to account for the additional coal seam thickness and the presence of an upper goaf. This study analyzed the failure height and collapse characteristics of overlying strata during excavation for determining the structure of the failed overlying strata. The results indicate that the intercalation and overlying strata gradually evolve into a large “arch structure” and a small “arch structure” during longwall mining, respectively. A mechanical model of the bearing characteristics of the interlayer key strata structure was established according to the structure of the intercalation rock layer, which is a hinged block structure. The results of the model indicate that the maximum principal stress occurs when the key strata portion of the arch structure bears the overlying load. Consequently, the movement and position of the interlayer key strata can be evaluated throughout the mining process of the ultrathick coal seams underneath goaf. This method was used to determine the position of interlayer key stratum of overlying strata in Xiegou coal mine. And the results agree with that of the engineering practice. The results are significant to determine the key strata position during ultrathick coal seam underneath goaf longwall mining.


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## Body

## 1. Introduction

Rock masses are in equilibrium stress states prior to excavation operations [1–3]; afterwards, the redistribution of internal stress occurs until a new equilibrium is attained as a result of the above disruption to the stress states of the rock masses [4–7]. Throughout the excavation process, the overlying strata undergo varying degrees of deformation, movement, and destruction that can significantly impact the safety and efficiency of the mining operation [8–11]. In terms of coal mining operations, the deformation and damage will present as a variety of phenomenon that includes gas gushing, water inrush, rock burst, surface subsidence, and numerous other mine pressure-induced disasters [12–23]. Researchers have thoroughly studied the mining-induced disasters and have put forward numerous theories, such as pressure arch, cantilever beam, hinged rock block, and transfer rock beam. Qian et al. [16–18] developed the key stratum theory, which provides a theoretical basis for mine pressure appearance and overlying strata control as well as for the field of mine pressure control [13]. In the key stratum theory, the failure of a key stratum, which is defined as the stratum that controls the movement of the whole or a portion of the overlying strata, will cause the simultaneous subsidence of a portion or the entire overlying strata. Wang et al. [24] utilized the key stratum theory to analyze the fracture failure of the overlying hard sandstone layer during the mining of a medium thick coal seam in the Tashan coal mine. Hu et al. [25] used the key strata theory and corresponding prediction of key strata movement to make improvements upon coal and coalbed methane coextraction techniques and technologies. Du and Gao [26] suggest that, for mines with similar stratigraphic conditions, changes in key strata bulking factor and structural stability were the dominant factors that influenced the height of the fractured water-conducting zones for varying methods of mining. Xu et al. [27, 28] utilized the key strata theory to predict surface subsidence and subsidence of overlying strata. Li et al. [29] studied the spatial relationships between key strata requirements for strata fracturing and their influence on the height of conductive fracture zones. He et al. [30] studied the influence of key strata on the shape of strata movement boundary.The majority of high-yield Chinese coal mines have thick coal seams, as the movement of overlying strata throughout mining in such mines has been a focus of research and has been thoroughly and extensively studied. Ju and Xu [31] studied the structural characteristics of key strata and the behavior of a fully mechanized longwall face with 7.0 m height chocks; furthermore, the behavior of both support systems and overlying strata was analyzed during sublevel caving of a thick coal seam [32]. Ma et al. [33] studied the deformation characteristics of and established mechanical model for overlying stratum deformation during backfilling with fully mechanized and retaining roadways along the gob area. The mining of thick coal seams under goaf is very complicated. However, some problems in the mining of thick coal seam under goaf are very complicated. When the distance between coal seam and goaf is between 30 m and 80 m, there is no obvious safety problem in descending coal mining for common working face, but for the fault zone of coal seam with a thickness of 15 m, the fault zone passes through the goaf directly. In goaf, the movement of main roof rupture can directly affect the surface of the Earth’s surface due to the transfer of load in fractured rock mass; when coal pillar exists in goaf, harmful gas accumulation and waste water accumulation may occur, resulting in coal and gas outburst, spontaneous combustion of coal seam, and water inrush [6, 25]; the stress concentration of residual coal pillar in goaf may suddenly lose stability or cause shock pressure [9, 24]. The key to control the strata behavior is to understand the structural characteristics of key strata and its movement law [31]. There is little research on the position of the key layer in the mining of the very thick coal seam under the goaf, so it is difficult to explain the position of the key layer in the mining of the extrathick coal seam under the goaf. Because of the change in coal seam thickness and the load of overlying strata, the position of the key layer may deviate from the traditional calculation method. Therefore, determining the location of the critical layer is the key.In this study, UDEC is used to study the failure height and collapse characteristics of overlying strata during ultrathick coal seam underneath goaf longwall mining. A mechanical model of the interlayer key stratum structure is established, and the movement periods of the key strata in the thick coal seam underneath goaf are determined. The position of interlayer key stratum during thick coal seam under goaf mining is also evaluated. This method is applied to the Xiegou coal mine, and the position of interlayer key stratum of overlying strata is determined by programming calculation.


## 2. Numerical Study on the Collapse Characteristics of Overlying Strata during Ultrathick Coal Seam Longwall Mining underneath Goaf

### 2.1. Model Setup

A numerical model was created using UDEC, with model dimensions of 240 × 180 m2 and a 20 m wide remnant coal pillar in the upper 8th coal seam goaf, as shown in Figure 1. Horizontal and vertical displacements were constrained at the bottom of the model, and horizontal displacement was constrained at the left- and right-side boundaries of the numerical model. And a stress boundary was applied at the upper boundary. The model with interlayer rock thicknesses of total 35 m was established. The mechanical parameters of coal, rock, and coal-rock contact surfaces are listed in Table 1.Figure 1
Initial design model figure.Table 1
The mechanical parameters of rock masses.
LithologyDensity (kg·m3)Bulk modulus (GPa)Shear elasticity (GPa)Cohesion (MPa)Internal friction angle (°)Strength of extension (MPa)Packsand260027.17.027.127.03.2Medium-grained sandstone230026.77.027.127.03.2Argillaceous sandstone180026.76.026.225.21.2No. 8 coal seam13009.28.03.224.21.5Medium-grained sandstone235026.77.027.127.03.2Argillaceous sandstone180020.67.06.518.51.5Mudstone150018.15.06.516.51.2No. 13 coal seam13009.28.03.224.21.2Sandstone240026.77.027.227.03.5


### 2.2. Results of Numerical Simulations

The failure height and collapse characteristics of a 35 m thick interlayer rock were numerically determined by using UDEC. The simulation indicates that damage to overlying layers increases as the working face advances. When the working face advances 40 m, the lower immediate roof falls behind the working face, the upper roof is directly broken, and the damage height reaches 25 m, forming a small “arch structure,” as shown in Figure2(a). When the working face advances 60 m, the upper immediate roof collapses and the damage height reaches 35 m, which means that the damage has reached the lower boundary of the goaf, and the small “arch structure” evolves into a large “arch structure,” as shown in Figure 2(b). When the working face advances 80 m, the lower main roof becomes degraded and the damage height reaches 70 m, which indicates that the damage will penetrate into the upper goaf and will consequently cause the formation of a large mining induced fracture in front of the working face, as shown in Figure 2(c). When the working face advances 100 m, the working face passes underneath the remnant coal pillar, the lower main roof collapses, the upper main roof breaks, and the damage height reaches 120 m, as shown in Figure 2(d). When the working face advances 140 m, it enters the goaf because the coal pillar in the middle of the upper coal seam directly affects the top suspension and does not linger. The damage height reaches the upper boundary of the model, and the hydraulic support is in the “given deformation” state, i.e., the separation of the immediate roof and the main roof occurred, and the support only bears all the weight of the rock strata collapsed by the immediate roof (Figure 2(e)); when the working face advances 180 m, the overburden is completely collapsed, the overlaying strata form a large “arch structure,” and the hydraulic support is in a “given load” state; that is, the load and deformation of the support depend on the interaction of the lower rock block in the regular moving zone, which will increase with the subsidence of the rock block until the rock block is balanced by the support of the fallen rock (Figure 2(f)). When the interlayer rock thickness is 35 m, it can be observed that the interlayer rock layer and the overlying strata gradually evolve from a small “arch structure” into a large “arch structure” as the working face advances, and the interlayer rock layer is an articulated block structure.Figure 2
The evolution diagram of collapsing characteristics of overburden rock in 35 m interlayer: (a) advance of the working face 40 m; (b) advance of the working face 60 m; (c) advance of the working face 80 m; (d) advance of the working face 100 m; (e) advance of the working face 140 m; (f) advance of the working face 180 m.
(a)(b)(c)(d)(e)(f)


## 2.1. Model Setup

A numerical model was created using UDEC, with model dimensions of 240 × 180 m2 and a 20 m wide remnant coal pillar in the upper 8th coal seam goaf, as shown in Figure 1. Horizontal and vertical displacements were constrained at the bottom of the model, and horizontal displacement was constrained at the left- and right-side boundaries of the numerical model. And a stress boundary was applied at the upper boundary. The model with interlayer rock thicknesses of total 35 m was established. The mechanical parameters of coal, rock, and coal-rock contact surfaces are listed in Table 1.Figure 1
Initial design model figure.Table 1
The mechanical parameters of rock masses.
LithologyDensity (kg·m3)Bulk modulus (GPa)Shear elasticity (GPa)Cohesion (MPa)Internal friction angle (°)Strength of extension (MPa)Packsand260027.17.027.127.03.2Medium-grained sandstone230026.77.027.127.03.2Argillaceous sandstone180026.76.026.225.21.2No. 8 coal seam13009.28.03.224.21.5Medium-grained sandstone235026.77.027.127.03.2Argillaceous sandstone180020.67.06.518.51.5Mudstone150018.15.06.516.51.2No. 13 coal seam13009.28.03.224.21.2Sandstone240026.77.027.227.03.5


## 2.2. Results of Numerical Simulations

The failure height and collapse characteristics of a 35 m thick interlayer rock were numerically determined by using UDEC. The simulation indicates that damage to overlying layers increases as the working face advances. When the working face advances 40 m, the lower immediate roof falls behind the working face, the upper roof is directly broken, and the damage height reaches 25 m, forming a small “arch structure,” as shown in Figure2(a). When the working face advances 60 m, the upper immediate roof collapses and the damage height reaches 35 m, which means that the damage has reached the lower boundary of the goaf, and the small “arch structure” evolves into a large “arch structure,” as shown in Figure 2(b). When the working face advances 80 m, the lower main roof becomes degraded and the damage height reaches 70 m, which indicates that the damage will penetrate into the upper goaf and will consequently cause the formation of a large mining induced fracture in front of the working face, as shown in Figure 2(c). When the working face advances 100 m, the working face passes underneath the remnant coal pillar, the lower main roof collapses, the upper main roof breaks, and the damage height reaches 120 m, as shown in Figure 2(d). When the working face advances 140 m, it enters the goaf because the coal pillar in the middle of the upper coal seam directly affects the top suspension and does not linger. The damage height reaches the upper boundary of the model, and the hydraulic support is in the “given deformation” state, i.e., the separation of the immediate roof and the main roof occurred, and the support only bears all the weight of the rock strata collapsed by the immediate roof (Figure 2(e)); when the working face advances 180 m, the overburden is completely collapsed, the overlaying strata form a large “arch structure,” and the hydraulic support is in a “given load” state; that is, the load and deformation of the support depend on the interaction of the lower rock block in the regular moving zone, which will increase with the subsidence of the rock block until the rock block is balanced by the support of the fallen rock (Figure 2(f)). When the interlayer rock thickness is 35 m, it can be observed that the interlayer rock layer and the overlying strata gradually evolve from a small “arch structure” into a large “arch structure” as the working face advances, and the interlayer rock layer is an articulated block structure.Figure 2
The evolution diagram of collapsing characteristics of overburden rock in 35 m interlayer: (a) advance of the working face 40 m; (b) advance of the working face 60 m; (c) advance of the working face 80 m; (d) advance of the working face 100 m; (e) advance of the working face 140 m; (f) advance of the working face 180 m.
(a)(b)(c)(d)(e)(f)


## 3. Interlayer Key Stratum Judgment Criteria

### 3.1. Structural Bearing Characteristics of Key Stratum between Layers

Throughout the working face advance, the key stratum will undergo bending deformation as the immediate roof collapses. In this process, key stratum structures I and II can be considered an elastic foundation beam, while immediate roof III can be considered an elastic foundation [34]. The profile of the working face along the advancing direction was selected for analysis, and a mechanical model of the key stratum was established, as shown in Figure3.Figure 3
Mechanical model of key strata.Structure I can be regarded as a cantilever structure under action ofq, and x∈0,Lk, and its deflection differential equation can be expressed as(1)EId2dx2y1x=MI1−QI1x+∫0xqx−tdt.The equation of key stratum deflection curve is as follows:(2)y1x=124EIqx2−4QI1x+12MI1x2+Ax+B,x∈0,Lk,where q is the top load of the key stratum, kN/m2; Eis the modulus of elasticity of the key stratum, GPa; and I is the section moment of inertia of the key stratum, I=1/12bh3, m4.Structure III and a combination of structures I and II can be considered an elastic foundation and a semi-infinite elastic beam, respectively.Forces acting on structure II include the overburden loadqand the reaction force of structure III to structure II, where x∈−∞,0, and the deflection differential equation of II can be expressed as(3)d4dx4y2x+4β4y2x=qEI.To compute the homogeneous linear differential equation, its general solution was achieved:(4)y2x=eβxCcosβx+Dsinβx+q4EIβ4,where β is the differential parameter (β=k/4EI4, m−1) and k is the elastic foundation coefficient (N/m3).The boundary conditions of the key strata are as follows:(5)y1−∞=Cq,y1'′−∞=0;y10=y20,y1′0=y2′0,y1'′0=y2'′0,y1'′'0=y2'′'0;y3′Lk=0,y2'′'Lk=0.The undetermined coefficientsA, B, C, D, M11, and Q11 in the equation of flexural line can be obtained by solving the above equation, and the results are as follows:(6)A=−qLk22βLk+36βEIβLk+1,B=q2β3Lk3+6β2Lk2+6βLk+312β4EIβLk+1,C=qLk2β2Lk2+6βLk+312β3EIβLk+1,D=qLk2β2Lk2−312β3EIβLk+1,M11=qLk2β2Lk2−36ββLk+1,Q11=qLk.By substituting equation (6) into equations (2) and (4), respectively, the deflection analysis of the key strata and the bending moment analytical formula of the key strata can be obtained according to the differential analysis relationship between the key strata deflection and the bending moment.According to equation (6), the normal stress, σx, on any section of the key strata is(7)σx=MxyIZ,where Iz is the moment of inertia of the key strata (Iz=1/12bh3, m4).According to equation (7), the shear stress, τxy, on any section of the key strata is(8)τxy=FsSz∗Izb=Sz∗IzbdMxdx,where Sz∗is the static moment of the neutral axis of the area below the horizontal line of the I and II interfaces from the neutral axis and Sz∗=b/2h2/4−y2.The expression of the maximum and minimum principal stresses of the unit body under normal stress,σ, and shear stress,τ, is as follows:(9)σ1=σx+σy2+σx−σy22+τxy2,σ2=σx+σy2−σx−σy22+τxy2.The maximum and minimum principal stress analytic equations for key strata bearing can be obtained by equation (9):The immediate roof can be regarded as a wedge body, and the reaction forceqx transmitted from the key strata to the elastic foundation can be obtained according to the deflection analysis of the key strata. Let the polar coordinate system expression of the stress component of the point Mbe obtained at any point Mφ,ρ in the immediate roof:(10)σρ=−q+tanα1+cos2φ−2φ+sin2φ2tanα−αq,σφ=−q+tanα1−cos2φ−2φ−sin2φ2tanα−αq,τρφ=τφρ=1−cos2φ−tanαsin2φ2tanα−αq.Thus, the Cartesian coordinate system expression of the stress component of the pointM can be obtained as follows:(11)σx=σρ+σφ2+σρ−σφ2cos2φ−τρφsin2φ,σy=σρ+σφ2−σρ−σφ2cos2φ+τρφsin2φ,τxy=τyx=σρ−σφ2sin2φ+τρφcos2φ,wherein(12)sin2φ=2xyx2+y2,cos2φ=x2−y2x2+y2.According to equations (10)–(12), the expressions of the stress components at any point in the immediate roof are obtained under the polar coordinate system or the Cartesian coordinate system, which can be substituted into equation (9) to find the equation for principal stress at any point.The surrounding rock masses where the mining induced stress is greater than the in situ stress is defined as the stress arch. The results of the theoretical calculations indicate that the overlying load and the maximum principal stress contour will cause the formation of a stress arch in the key stratum, as shown in Figure4. The stress arch is an arch structure in which the principal stresses in the key strata are coordinated and redistributed to form a control effect, but not objectively exist in the overlying strata.Figure 4
Sketch of major principal stress in key stratum.


### 3.2. Periodic Weighting of Composite Key Strata and Main Roof

During the working face advance, the main roof will periodically sink and collapse after the first weighting. If the main roof does not collapse, it can be considered a cantilever beam and the period weighting interval of the key strata can be determined based on the maximum length of the noncollapsed cantilever as follows:(13)Lz=hσc30q,where h is the thickness of the main roof (m), σc is the compression strength of the supporting strata (MPa), and q is the load from other supporting strata (kN/m2).Two or more key strata form a composite key stratum. If the distance between two key strata is less than a certain value, an effect similar to a composite beam is produced. The load bearing support capacity of these combined key strata will be significantly enhanced and will be much larger than the simple linear superposition value.When the lithology and thickness of the No. 1 key stratah1 are kept constant, only the thickness of the No. 2 key strata h2 and the distance between the two key strata δh are changed. At this time, the caving distance of the key strata No. 1 is also constantly changing. Therefore, the determining conditions for whether the key strata produce a composite effect are given by simulation:(14)h2h1=0.5+1.5δhh1,δhh1=2.2,where h is the thickness of the main roof (m).When satisfying the conditions ofδh/h1≤2.2 and h2/h1≥0.5+1.5δh/h1, a composite effect will occur between the two key stratus. If thickness ratio of the two key strata h2/h1 is kept constant, the composite effect will increase as δh/h1 increases and the breaking distance of No. 1 key strata will increase.Whenδh/h1≥2.2, no composite effect exists between the key strata, and the composite effect is strongest when the interval is 1–3 times. The results of the simulations indicate that the relationship between caving distance of No. 1 key strata and total caving distance without considering the composite effect is as follows:(15)Lm1=1n∑i=1nLm=k1Lm,where k1 is the amendable constant, it was determined by δh/h1, and its value may be 1.15.


### 3.3. Composite Key Strata Position Judgment Method

Fracture and deformation characteristics are the attributes that are used to identify the key strata, wherein the stratum that plays a decisive role in the determination of rock mass activity is termed the key stratum and the other strata are termed inferior key strata. Therefore, the failure and deformation of these two types of key strata will cause a portion or all of the movement of the overlying strata.If there arem overlying strata above the coal mining face, layer 1 and layer n + 1 are set as hard rock, where n < m. The formation of the main key stratum of the layer n + 1 must satisfy the deformation criterion (16) and the strength criterion (17).The key stratum deformation criterion is(16)qax|n=Eaha3∑i=1nρighi∑i=1nEihi3,where ha is the thickness of layer No. α (m), Ea is the elasticity modulus of layer No.a (GPa), ρ is the rock density (kg/m3), and g is the gravitational acceleration (m/s2).The key stratum strength criterion is(17)qax|n+1<qax|n,Ln<Ln+1,where Ln is the breaking distance of layer n(m) and Ln+1 is the breaking distance of layer n+1(m).If the calculation results do not satisfy equation (17), the gravity of all overburden strata supported by the hard rock strata n+1 should be applied to the hard rock strata n as load. At this point, the breaking distance of the hard rock strata k should be recalculated and the judgment should be made again.


## 3.1. Structural Bearing Characteristics of Key Stratum between Layers

Throughout the working face advance, the key stratum will undergo bending deformation as the immediate roof collapses. In this process, key stratum structures I and II can be considered an elastic foundation beam, while immediate roof III can be considered an elastic foundation [34]. The profile of the working face along the advancing direction was selected for analysis, and a mechanical model of the key stratum was established, as shown in Figure3.Figure 3
Mechanical model of key strata.Structure I can be regarded as a cantilever structure under action ofq, and x∈0,Lk, and its deflection differential equation can be expressed as(1)EId2dx2y1x=MI1−QI1x+∫0xqx−tdt.The equation of key stratum deflection curve is as follows:(2)y1x=124EIqx2−4QI1x+12MI1x2+Ax+B,x∈0,Lk,where q is the top load of the key stratum, kN/m2; Eis the modulus of elasticity of the key stratum, GPa; and I is the section moment of inertia of the key stratum, I=1/12bh3, m4.Structure III and a combination of structures I and II can be considered an elastic foundation and a semi-infinite elastic beam, respectively.Forces acting on structure II include the overburden loadqand the reaction force of structure III to structure II, where x∈−∞,0, and the deflection differential equation of II can be expressed as(3)d4dx4y2x+4β4y2x=qEI.To compute the homogeneous linear differential equation, its general solution was achieved:(4)y2x=eβxCcosβx+Dsinβx+q4EIβ4,where β is the differential parameter (β=k/4EI4, m−1) and k is the elastic foundation coefficient (N/m3).The boundary conditions of the key strata are as follows:(5)y1−∞=Cq,y1'′−∞=0;y10=y20,y1′0=y2′0,y1'′0=y2'′0,y1'′'0=y2'′'0;y3′Lk=0,y2'′'Lk=0.The undetermined coefficientsA, B, C, D, M11, and Q11 in the equation of flexural line can be obtained by solving the above equation, and the results are as follows:(6)A=−qLk22βLk+36βEIβLk+1,B=q2β3Lk3+6β2Lk2+6βLk+312β4EIβLk+1,C=qLk2β2Lk2+6βLk+312β3EIβLk+1,D=qLk2β2Lk2−312β3EIβLk+1,M11=qLk2β2Lk2−36ββLk+1,Q11=qLk.By substituting equation (6) into equations (2) and (4), respectively, the deflection analysis of the key strata and the bending moment analytical formula of the key strata can be obtained according to the differential analysis relationship between the key strata deflection and the bending moment.According to equation (6), the normal stress, σx, on any section of the key strata is(7)σx=MxyIZ,where Iz is the moment of inertia of the key strata (Iz=1/12bh3, m4).According to equation (7), the shear stress, τxy, on any section of the key strata is(8)τxy=FsSz∗Izb=Sz∗IzbdMxdx,where Sz∗is the static moment of the neutral axis of the area below the horizontal line of the I and II interfaces from the neutral axis and Sz∗=b/2h2/4−y2.The expression of the maximum and minimum principal stresses of the unit body under normal stress,σ, and shear stress,τ, is as follows:(9)σ1=σx+σy2+σx−σy22+τxy2,σ2=σx+σy2−σx−σy22+τxy2.The maximum and minimum principal stress analytic equations for key strata bearing can be obtained by equation (9):The immediate roof can be regarded as a wedge body, and the reaction forceqx transmitted from the key strata to the elastic foundation can be obtained according to the deflection analysis of the key strata. Let the polar coordinate system expression of the stress component of the point Mbe obtained at any point Mφ,ρ in the immediate roof:(10)σρ=−q+tanα1+cos2φ−2φ+sin2φ2tanα−αq,σφ=−q+tanα1−cos2φ−2φ−sin2φ2tanα−αq,τρφ=τφρ=1−cos2φ−tanαsin2φ2tanα−αq.Thus, the Cartesian coordinate system expression of the stress component of the pointM can be obtained as follows:(11)σx=σρ+σφ2+σρ−σφ2cos2φ−τρφsin2φ,σy=σρ+σφ2−σρ−σφ2cos2φ+τρφsin2φ,τxy=τyx=σρ−σφ2sin2φ+τρφcos2φ,wherein(12)sin2φ=2xyx2+y2,cos2φ=x2−y2x2+y2.According to equations (10)–(12), the expressions of the stress components at any point in the immediate roof are obtained under the polar coordinate system or the Cartesian coordinate system, which can be substituted into equation (9) to find the equation for principal stress at any point.The surrounding rock masses where the mining induced stress is greater than the in situ stress is defined as the stress arch. The results of the theoretical calculations indicate that the overlying load and the maximum principal stress contour will cause the formation of a stress arch in the key stratum, as shown in Figure4. The stress arch is an arch structure in which the principal stresses in the key strata are coordinated and redistributed to form a control effect, but not objectively exist in the overlying strata.Figure 4
Sketch of major principal stress in key stratum.


## 3.2. Periodic Weighting of Composite Key Strata and Main Roof

During the working face advance, the main roof will periodically sink and collapse after the first weighting. If the main roof does not collapse, it can be considered a cantilever beam and the period weighting interval of the key strata can be determined based on the maximum length of the noncollapsed cantilever as follows:(13)Lz=hσc30q,where h is the thickness of the main roof (m), σc is the compression strength of the supporting strata (MPa), and q is the load from other supporting strata (kN/m2).Two or more key strata form a composite key stratum. If the distance between two key strata is less than a certain value, an effect similar to a composite beam is produced. The load bearing support capacity of these combined key strata will be significantly enhanced and will be much larger than the simple linear superposition value.When the lithology and thickness of the No. 1 key stratah1 are kept constant, only the thickness of the No. 2 key strata h2 and the distance between the two key strata δh are changed. At this time, the caving distance of the key strata No. 1 is also constantly changing. Therefore, the determining conditions for whether the key strata produce a composite effect are given by simulation:(14)h2h1=0.5+1.5δhh1,δhh1=2.2,where h is the thickness of the main roof (m).When satisfying the conditions ofδh/h1≤2.2 and h2/h1≥0.5+1.5δh/h1, a composite effect will occur between the two key stratus. If thickness ratio of the two key strata h2/h1 is kept constant, the composite effect will increase as δh/h1 increases and the breaking distance of No. 1 key strata will increase.Whenδh/h1≥2.2, no composite effect exists between the key strata, and the composite effect is strongest when the interval is 1–3 times. The results of the simulations indicate that the relationship between caving distance of No. 1 key strata and total caving distance without considering the composite effect is as follows:(15)Lm1=1n∑i=1nLm=k1Lm,where k1 is the amendable constant, it was determined by δh/h1, and its value may be 1.15.


## 3.3. Composite Key Strata Position Judgment Method

Fracture and deformation characteristics are the attributes that are used to identify the key strata, wherein the stratum that plays a decisive role in the determination of rock mass activity is termed the key stratum and the other strata are termed inferior key strata. Therefore, the failure and deformation of these two types of key strata will cause a portion or all of the movement of the overlying strata.If there arem overlying strata above the coal mining face, layer 1 and layer n + 1 are set as hard rock, where n < m. The formation of the main key stratum of the layer n + 1 must satisfy the deformation criterion (16) and the strength criterion (17).The key stratum deformation criterion is(16)qax|n=Eaha3∑i=1nρighi∑i=1nEihi3,where ha is the thickness of layer No. α (m), Ea is the elasticity modulus of layer No.a (GPa), ρ is the rock density (kg/m3), and g is the gravitational acceleration (m/s2).The key stratum strength criterion is(17)qax|n+1<qax|n,Ln<Ln+1,where Ln is the breaking distance of layer n(m) and Ln+1 is the breaking distance of layer n+1(m).If the calculation results do not satisfy equation (17), the gravity of all overburden strata supported by the hard rock strata n+1 should be applied to the hard rock strata n as load. At this point, the breaking distance of the hard rock strata k should be recalculated and the judgment should be made again.


## 4. Field Application

### 4.1. The Basic Conditions of 23103 Working Face in Xiegou Coal Mine

23103 Fully mechanized caving working face is the first working face of No. 13 coal mining area No. 21, which is located in the west of the 21-mining area. The mining strike of the working face is 2513 m long, the tilt length is 242.4 m, the floor elevation of the working face is 698–758 m, the ground elevation is 971–1140 m, and the thickness of the overlying strata is 215–402 m. According to the thickness of coal seam exposed by roadway driving and drilling is 14.00–15.92 m with an average of 15 m, the industrial reserve of working face is 12.92 Mt and recoverable reserve is 10.27 Mt. Considering with 5.0 Mt/a, the service life of working face is 2.05 A. The upper part of the working face is the goaf of No. 8 coal seam 18109 and 18107. The goaf scope and water volume are relatively clear. The overlying strata on the working face are shown in Table2.Table 2
Rock formation columnar section of #13 coal seam in Xiegou coal mine.
No.NameThickness (m)Elasticity modulus (GPa)1Loess26.840.252Packsand7.954.033Sandy mudstone12.185.444Packsand8.5013.255Sandy mudstone20.3010.636Medium sandstone12.0633.377Sandy mudstone31.496.228Packsand4.6012.589Sandy mudstone21.856.4510Mudstone25.223.6111Sandy mudstone3.609.7512Medium sandstone17.3015.3713Sandy mudstone6.508.5314Packsand13.7617.7415Mudstone6.565.4716Packsand3.828.3617Mudstone4.522.6018Medium sandstone7.8412.7919Sandy mudstone4.127.5320Packsand7.026.4321Sandy mudstone9.519.5922Medium sandstone11.9226.3223Mudstone15.024.5124#6 coal mine1.500.9925Gritstone9.6524.3226Siltstone3.719.1027Sandy mudstone1.008.5728#8 coal mine5.692.1529Mudstone2.133.6430Medium sandstone8.3128.4531Marlstone2.1217.5632Mudstone2.016.5233#9 coal mine0.510.5534Sandy mudstone2.4310.2935Mudstone1.452.5836Gritstone5.3919.5737Mudstone2.323.8538#10 coal mine0.600.6639Mudstone2.264.6840Marlstone6.5015.6841Sandy mudstone1.539.7442#11 coal mine0.611.0243Mudstone1.762.8544Limestone2.566.3745Sandy mudstone2.0810.2446Mudstone1.494.3947#12 coal mine0.821.2048Mudstone1.003.8049Medium sandstone2.5017.6850Micropsammite2.023.5151Mudstone2.072.6752Sandy mudstone1.5010.8553#13 coal mine5.251.3654Dirt band0.252.2355#13 coal mine3.251.2556Dirt band0.252.6457#13 coal mine4.151.4858Dirt band0.302.4759#13 coal mine1.551.1260Mudstone2.003.6261#14 coal mine0.330.8562Mudstone3.052.4863Sandy mudstone2.008.6264Limestone1.296.3465Mudstone1.004.5866#15 coal mine0.440.6367Sandy mudstone3.007.2568Mudstone2.054.2669Siltstone2.5613.4870Packsand2.417.68


### 4.2. Key Strata Position Prediction and Field Verification

The key strata in the overburden strata shown in Table2 are determined by programming calculation according to the deformation, support characteristics, and strength discrimination conditions of the above key strata. When #8 coal mine is being mined, #6 coal is the main key strata, and #14, #22, and #25 are inferior key strata. After the mining of #8 coal, #14, #22, and #25 inferior key strata all broke, and #6 main key strata are deformed and separated. When #13 coal is mined, #6 is the main key strata, and #30 and #36 are inferior strata.In practical field mining, it was found that shortly after the stoppage of No. 8 coal seam, a step crack appeared on the surface, as shown in Figure5, indicating that the analysis of #6 as the main key strata were reliable. In the mining process of 23103 working face of No. 13 coal seam, the peak load of support is always in high-resistance operation state. The monitoring results of the supports showed that the main roof periodic pressure pace was at least 4.6 m and at most 38.4 m, with an average of 15.12 m. The average load curve of No. 77 support on 23103 working face is shown in Figure 6. When the top key strata are broken, the working resistance of the support will increase. In order to prevent the collapse of the support, blasting and pressure to release can be carried out in advance on the overly key strata.Figure 5
Surface stepped crack after the mining of No. 8 coal seam.Figure 6
No. 77 support average load during 23103 working face advance.


## 4.1. The Basic Conditions of 23103 Working Face in Xiegou Coal Mine

23103 Fully mechanized caving working face is the first working face of No. 13 coal mining area No. 21, which is located in the west of the 21-mining area. The mining strike of the working face is 2513 m long, the tilt length is 242.4 m, the floor elevation of the working face is 698–758 m, the ground elevation is 971–1140 m, and the thickness of the overlying strata is 215–402 m. According to the thickness of coal seam exposed by roadway driving and drilling is 14.00–15.92 m with an average of 15 m, the industrial reserve of working face is 12.92 Mt and recoverable reserve is 10.27 Mt. Considering with 5.0 Mt/a, the service life of working face is 2.05 A. The upper part of the working face is the goaf of No. 8 coal seam 18109 and 18107. The goaf scope and water volume are relatively clear. The overlying strata on the working face are shown in Table2.Table 2
Rock formation columnar section of #13 coal seam in Xiegou coal mine.
No.NameThickness (m)Elasticity modulus (GPa)1Loess26.840.252Packsand7.954.033Sandy mudstone12.185.444Packsand8.5013.255Sandy mudstone20.3010.636Medium sandstone12.0633.377Sandy mudstone31.496.228Packsand4.6012.589Sandy mudstone21.856.4510Mudstone25.223.6111Sandy mudstone3.609.7512Medium sandstone17.3015.3713Sandy mudstone6.508.5314Packsand13.7617.7415Mudstone6.565.4716Packsand3.828.3617Mudstone4.522.6018Medium sandstone7.8412.7919Sandy mudstone4.127.5320Packsand7.026.4321Sandy mudstone9.519.5922Medium sandstone11.9226.3223Mudstone15.024.5124#6 coal mine1.500.9925Gritstone9.6524.3226Siltstone3.719.1027Sandy mudstone1.008.5728#8 coal mine5.692.1529Mudstone2.133.6430Medium sandstone8.3128.4531Marlstone2.1217.5632Mudstone2.016.5233#9 coal mine0.510.5534Sandy mudstone2.4310.2935Mudstone1.452.5836Gritstone5.3919.5737Mudstone2.323.8538#10 coal mine0.600.6639Mudstone2.264.6840Marlstone6.5015.6841Sandy mudstone1.539.7442#11 coal mine0.611.0243Mudstone1.762.8544Limestone2.566.3745Sandy mudstone2.0810.2446Mudstone1.494.3947#12 coal mine0.821.2048Mudstone1.003.8049Medium sandstone2.5017.6850Micropsammite2.023.5151Mudstone2.072.6752Sandy mudstone1.5010.8553#13 coal mine5.251.3654Dirt band0.252.2355#13 coal mine3.251.2556Dirt band0.252.6457#13 coal mine4.151.4858Dirt band0.302.4759#13 coal mine1.551.1260Mudstone2.003.6261#14 coal mine0.330.8562Mudstone3.052.4863Sandy mudstone2.008.6264Limestone1.296.3465Mudstone1.004.5866#15 coal mine0.440.6367Sandy mudstone3.007.2568Mudstone2.054.2669Siltstone2.5613.4870Packsand2.417.68


## 4.2. Key Strata Position Prediction and Field Verification

The key strata in the overburden strata shown in Table2 are determined by programming calculation according to the deformation, support characteristics, and strength discrimination conditions of the above key strata. When #8 coal mine is being mined, #6 coal is the main key strata, and #14, #22, and #25 are inferior key strata. After the mining of #8 coal, #14, #22, and #25 inferior key strata all broke, and #6 main key strata are deformed and separated. When #13 coal is mined, #6 is the main key strata, and #30 and #36 are inferior strata.In practical field mining, it was found that shortly after the stoppage of No. 8 coal seam, a step crack appeared on the surface, as shown in Figure5, indicating that the analysis of #6 as the main key strata were reliable. In the mining process of 23103 working face of No. 13 coal seam, the peak load of support is always in high-resistance operation state. The monitoring results of the supports showed that the main roof periodic pressure pace was at least 4.6 m and at most 38.4 m, with an average of 15.12 m. The average load curve of No. 77 support on 23103 working face is shown in Figure 6. When the top key strata are broken, the working resistance of the support will increase. In order to prevent the collapse of the support, blasting and pressure to release can be carried out in advance on the overly key strata.Figure 5
Surface stepped crack after the mining of No. 8 coal seam.Figure 6
No. 77 support average load during 23103 working face advance.


## 5. Conclusions

(1)
The failure height and collapse characteristics of overlying strata in thick coal seam mining underneath goaf are analyzed with UDEC software. When the interlayer rock thickness is 35 m, it can be observed that the interlayer rock layer and the overlying strata gradually evolve from a small “arch structure” into a large “arch structure” as the working face advances, and the interlayer rock layer is an articulated block structure.(2)
Based on the mechanical model of the bearing characteristics of the interlayer key strata structure, it can be known that the maximum principal stress profile on the key layer section is the arch structure. The principal stresses of the key layers in this kind of arch structure coordinate with each other, redistribute and form a control effect, but they do not exist objectively in the overlying strata. Based on this, a method for evaluating the periodic weighting of the composite critical layer and the main roof is presented.(3)
A calculation method is presented to determine the position of the key strata based of the support, deformation characteristics, and strength of the key strata and applied this method to the determination of the position of the key strata over the Xiegou coal mine. And it has been verified by the field mining practice of 23103 working face in Xiegou coal mine.



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*Source: 8833822-2021-02-11.xml*