# Influence of Mechanical Properties of Filling Paste on Overlying Strata Movement and Surface Settlement

Authors: Yu-Fei Liu; Xin-Hua Wu; Tao Zhu; Xian-Jun Wang; Guo-Yu Zhang; Zhi-Gang Wang
Journal: Shock and Vibration
 (2022)

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## Abstract

In order to study the relationship between coal seam buried depth and surface subsidence and select appropriate filling materials, taking Donggou coal mine as the engineering geological prototype, through mechanical test and theoretical analysis, this paper studies the distribution characteristics of in-situ stress and the selection of paste filling materials and their proportion test. The influence of different filling strengths on the overburden movement law and surface settlement law of the working face is analyzed. Based on the experimental research and measured research results, the appropriate filling material is selected. The numerical results show that the material ratio scheme 4 can meet the actual needs of surface subsidence in the process of filling mining. At the same time, the surface subsidence value decreases with the increase of coal seam buried depth.


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## Body

## 1. Instruction

The mine filling and mining technology have experienced waste rock dry filling, water sand filling, low concentration tailings cemented filling, and high concentration paste filling. In 1979, Germany took the lead in adopting paste filling mining technology. After the 1980s, paste filling mining was gradually studied and applied in China, and the sedimentation reduction effect was obvious. After the filling body enters the underground goaf, the supporting effect on the roof changes the deformation characteristics of the overlying strata, controls the movement of the roof strata, and reduces the damage of the overlying strata [1].Chandra et al. [2] obtained some effective methods to prevent concrete slump loss and further proved that the greater the slump, the better the fluidity of concrete. Wallevik et al. [3] established models for the consistency, slump, and expansion of concrete mixture respectively and analyzed the relationship between slump and expansion through calculation and simulation. Zhou et al. [4] deduced a series of formulas and obtained a strong theoretical design method. Compared with the current design method, it avoided the sensitive response to concrete performance caused by determining parameters such as water consumption and sand rate. Lloyd et al. [5] analyzed the effect of ion content in the polymer on durability. By combining field experience and laboratory tests, Cai et al. [6] determined that high foaming materials with a water cement ratio of 1 : 0.6, appropriate high foaming additives, and high foaming materials with a water volume ratio of 1 : 30 are cost-effective in filling and meet the requirements of filling strength. Liu et al. [7] used gypsum, cement, lime, and water glass as adhesives to study the strength of different material ratios. The influencing causative factors of clay strength are cement, gypsum, sodium silicate, and lime. The results show that cement content is the decisive factor, gypsum plays a positive role, and sodium silicate can improve the strength of clay and the fluidity of filling mud.According to the basic properties of ultrahigh water cut materials, FENG et al. [8] studied the technology of filling goaf with ultrahigh water cut materials, so as to liberate coal resources under buildings. Li et al. [9] discussed the research on the development of alternative goaf filling materials in the laboratory and carried out numerical and field evaluation of their efficiency. Pang et al. [10] used the numerical simulation software FLAC3D to analyze the surface settlement, horizontal displacement, plastic failure range of surrounding rock, and the stress state of the surface and surrounding rock under unfilled and filled conditions.In terms of research methods, theoretical analysis can effectively analyze the essence of engineering problems [11–14]. In order to better study the movement law of overlying strata in mining roadway, Chen et al. [15] established a thin plate model of the elastic boundary of the main roof on an elastic foundation. Using the finite difference method, the variation law of the maximum settlement value with the elastic foundation coefficient of coal seam, the elastic foundation coefficient of backfill, Youngs modulus, and Poisson’s ratio is calculated and studied. The numerical simulation experiment of geotechnical engineering is a means to simulate the mechanical behavior of rock mass and engineering structure in the process of geotechnical engineering activities and natural environment changes [16–19]. Yan et al. [20] studied the criteria, yield function, and softening parameters of the double yield model. According to the mechanical parameters of the filling body in Xincheng Gold Mine, the simulation parameters of the double yield model are obtained. The filling body in the one-step mining stage is simulated by the FLAC3D numerical simulation method, and the simulation results in the initial stage and later stage are analyzed. The similar material simulation does not directly study the natural phenomenon or process itself but studies the model similar to these natural phenomena or processes. It is a scientific research method closely combining theory and practice. It is an effective method to solve some complex production engineering problems [21–24]. On the basis of a similar simulation test, Wang et al. [25] analyzed the failure characteristics of the roof and the evolution law of support force after filling.Taking Donggou coal mine as the engineering geological background, this paper selects the reasonable filling material ratio scheme for experimental research and obtains the mechanical properties of filling materials under different material ratio schemes. Using the method of numerical simulation, the characteristics of surface subsidence under different material ratios are analyzed, and the relationship between surface subsidence, buried depth, and mechanical characteristics of filling materials is analyzed.


## 2. Overview of Engineering Geology

### 2.1. Overview of Research Target Project

Donggou coal mine is located in Hutubi County, Xinjiang Autonomous Region, China, 85 km away from Urumqi. The geotectonic position of the mining area belongs to the middle of the western section of the Urumqi Piedmont depression on the southern margin of the Junggar Basin, and is located on the Santun River ningjiahe monoclinal structural belt. The fault structures in the mining area are relatively developed, mostly distributed outside the minefield. Shiti Gangou reverse fault F6 and parallel F7 thrust fault and two small NE trending thrust faults are developed in the middle of the area to the south of the minefield. Controlled by the regional monoclinal structure, the minefield is generally a monoclinal structure gently inclined to the north, with a dip of 10°–25° and an inclination of 10°–15°. It belongs to a gently inclined coal seam. The strata exposed in the well field are Sangonghe Formation (J1s) of Lower Jurassic, Xishanyao Formation (J2x) of Middle Jurassic, Toutunhe Formation (J2t), quaternary upper Pleistocene Holocene flood alluvium (Q3-4pal), and quaternary Holocene diluvium (Q-4 dl).This study mainly studies that the coal seam is one of the main mining coal seams. The lowest elevation controlled by the project is 1107.43 m, the highest elevation is 1573.00 m, and the buried depth is 175.23–549.31 m. The minability index of the coal seam area is 100%, with wide coverage and a large drop. (Figure1)Figure 1
Research target location and working face layout.


### 2.2. In Situ Stress Test

The in-situ stress testing equipment adopts a hollow inclusion stress meter composed of 12 resistance strain gauges. Paste three groups of strain flowers (each group has four strain gauges) at an interval of 120° along the circumference of the epoxy resin cylinder. The in-situ stress test point is located in the B2 coal seam to avoid complex geological structures. The number of measuring points is 9. The test results are shown in Table1. The maximum horizontal stress, minimum horizontal stress, and vertical stress increase with the increase of depth and show a nearly linear growth relationship. The maximum horizontal stress of all measuring points is greater than the vertical stress, σH indicating the maximum principal stress, σh minimum principal stress, and σv vertical stress (intermediate principal stress).(1)σH=0.0398H−1.7632,σh=0.0316H−7.4574,σv=0.0464H−1.5134.Table 1
In situ stress test results.
Depth/mMaximum principal stressσ1Intermediate principal stressσ2Minimum principal stressσ3Stress MPaDirection°Dip angle°Stress MPaDirection°Dip angle°Stress MPaDirection°Dip angle°205.177.01100.65-3.054.31268.26−35.403.51185.09−45.08243.787.70118.49−13.625.4616.40−50.373.96207.05−26.35274.9210.86126.2021.336.72264.2357.275.00202.83−9.14285.4912.24138.5725.726.8476.19−29.046.55190.64−39.44354.3815.80110.42−5.117.8124.83−39.176.38196.29−40.96309.3411.95214.5717.306.55109.9846.704.92144.84−27.96384.2113.10202.830.457.37−38.3654.766.01121.9025.90557.8322.18209.29−12.8213.7948.04−67.8512.06128.620.02551.9220.97110.87−6.1816.4933.5225.0113.79180.1654.76


## 2.1. Overview of Research Target Project

Donggou coal mine is located in Hutubi County, Xinjiang Autonomous Region, China, 85 km away from Urumqi. The geotectonic position of the mining area belongs to the middle of the western section of the Urumqi Piedmont depression on the southern margin of the Junggar Basin, and is located on the Santun River ningjiahe monoclinal structural belt. The fault structures in the mining area are relatively developed, mostly distributed outside the minefield. Shiti Gangou reverse fault F6 and parallel F7 thrust fault and two small NE trending thrust faults are developed in the middle of the area to the south of the minefield. Controlled by the regional monoclinal structure, the minefield is generally a monoclinal structure gently inclined to the north, with a dip of 10°–25° and an inclination of 10°–15°. It belongs to a gently inclined coal seam. The strata exposed in the well field are Sangonghe Formation (J1s) of Lower Jurassic, Xishanyao Formation (J2x) of Middle Jurassic, Toutunhe Formation (J2t), quaternary upper Pleistocene Holocene flood alluvium (Q3-4pal), and quaternary Holocene diluvium (Q-4 dl).This study mainly studies that the coal seam is one of the main mining coal seams. The lowest elevation controlled by the project is 1107.43 m, the highest elevation is 1573.00 m, and the buried depth is 175.23–549.31 m. The minability index of the coal seam area is 100%, with wide coverage and a large drop. (Figure1)Figure 1
Research target location and working face layout.


## 2.2. In Situ Stress Test

The in-situ stress testing equipment adopts a hollow inclusion stress meter composed of 12 resistance strain gauges. Paste three groups of strain flowers (each group has four strain gauges) at an interval of 120° along the circumference of the epoxy resin cylinder. The in-situ stress test point is located in the B2 coal seam to avoid complex geological structures. The number of measuring points is 9. The test results are shown in Table1. The maximum horizontal stress, minimum horizontal stress, and vertical stress increase with the increase of depth and show a nearly linear growth relationship. The maximum horizontal stress of all measuring points is greater than the vertical stress, σH indicating the maximum principal stress, σh minimum principal stress, and σv vertical stress (intermediate principal stress).(1)σH=0.0398H−1.7632,σh=0.0316H−7.4574,σv=0.0464H−1.5134.Table 1
In situ stress test results.
Depth/mMaximum principal stressσ1Intermediate principal stressσ2Minimum principal stressσ3Stress MPaDirection°Dip angle°Stress MPaDirection°Dip angle°Stress MPaDirection°Dip angle°205.177.01100.65-3.054.31268.26−35.403.51185.09−45.08243.787.70118.49−13.625.4616.40−50.373.96207.05−26.35274.9210.86126.2021.336.72264.2357.275.00202.83−9.14285.4912.24138.5725.726.8476.19−29.046.55190.64−39.44354.3815.80110.42−5.117.8124.83−39.176.38196.29−40.96309.3411.95214.5717.306.55109.9846.704.92144.84−27.96384.2113.10202.830.457.37−38.3654.766.01121.9025.90557.8322.18209.29−12.8213.7948.04−67.8512.06128.620.02551.9220.97110.87−6.1816.4933.5225.0113.79180.1654.76


## 3. Selection of Raw Materials for Filling and Its Proportioning Test

The raw materials for filling are coal gangue and fly ash, in which the coal gangue needs to be crushed (the particle size is controlled within 25 mm), the SL paste cement developed by the China University of Mining and Technology (taking the water quenched slag of steel plant as the base material), and the mixing water adopts bedrock aquifer water, as shown in Figure2. As waste emissions, coal gangue occupies a lot of lands and pollutes the environment. Coal gangue is used as filling material to reduce the pollution of gangue to the environment. Fly ash is a solid waste discharged from coal-fired power plants. The application of fly ash in coal mine filling will open up a new way for the utilization of fly ash. In the experiment, the maximum particle size of coal gangue is controlled within 25 mm, and the amount of fly ash is fixed at 400 kg/m3 after the optimization experiment.Figure 2
Filling material. (a) Gangue, (b) fly ash, (c) steel mill quenched slag, and (d) cementitious material.
(a)(b)(c)(d)The relationship between the mass concentration of gangue and slump is shown in Figure2. When the mass concentration of gangue is 67.5%, the slump height is 24 cm. When the mass concentration is 69%, the slump height is 22 cm. When the mass concentration rises to 70.5%, the slump height is 24.5 cm. When the mass concentration is greater than 70.5%, the slump height tends to slow down with the increase of mass concentration. Therefore, choosing the gangue concentration of 70.5% can not only increase the amount of gangue but also meet the construction needs (Figure 3).Figure 3
Relationship between filling body slump and mass concentration.The natural particle size gradation of coal gangue changes greatly, which has a great impact on the fluidity and strength of the filling. Therefore, it is necessary to crush the coal gangue to obtain the required gradation. On the premise of meeting the paste ratio, the particle size grading of broken coal gangue mainly considers two specifications are as follows: gangue with particle size less than 5 mm and gangue with the particle size of 5–25 mm. Through the test of these two specifications of gangue, the ratio is optimized. The expansion degree of concrete is related to its fluidity. The greater the fluidity, the greater the expansion degree. Figure4 shows the variation characteristics of the expansion degree of filling under different gradations based on the dosage of paste binder of 100 kg/m3. When the gangue with particle size less than 5 mm accounts for 37%, the expansion degree is 630 mm. When the gangue with particle size less than 5 mm accounts for 41%, the expansion degree drops sharply to 560 mm. When its proportion is 43%, the expansion increases to 580 mm. When the ratio is 46%, the expansion is 550 mm.Figure 4
Expansion degree of filling under different particle gradations of coal gangue.Unconfined compressive strength tests were carried out on fillings with different gangue grading and curing ages. The results are shown in Figure5. It can be seen that the strength of filling the body with four mix proportions increases gradually with the increase of curing age. When the gangue with particle size less than 5 mm accounts for 41%, the strength is the largest, and the strength reaches 1.3 MPa at 28 d age. The strength range of all samples at 28 d age is 1–1.3 MPa, and the strength meets the engineering strength requirements (the strength at 28 d age is 2 ∼ 4 MPa).Figure 5
Effect of the particle size distribution of coal gangue on strength of filling body.Table2 shows the strength characteristics of the filling body under different material ratios. At the age of 8 h, the strength of the filling body under each mix proportion is 0–1.25 MPa. At the age of 1 d, the strength of the filling body under each mix proportion is 0.1–1.62 MPa. At the age of 3 d, the strength of the filling body under each mix proportion is 0.21–2.27 MPa. At the age of 7 days, the strength of the filling body under each mix proportion is 0.3–2.56 MPa. At the age of 28 days, the strength of the filling body under each mix proportion is 0.57–2.95 MPa. The proportion of cement has a great influence on the strength of backfill. According to the above preliminary proportioning experiment and the technical requirements of paste filling materials, the proportioning scheme that can meet the requirements of filling engineering is selected, and the influence of paste with different characteristics on filling engineering is analyzed and discussed in detail.Table 2
Result of the introduction test for filling material matching age-intensity.
Experimental schemeMaterial ratio kg/m3Uniaxial compressive strength/MPaCementitious materialFly ashGangueWater8 h1 d3 d7 d28 d11004007014890.000.100.210.300.5721204007125420.120.120.330.420.7731504007195020.140.180.530.691.19410040010664020.280.330.600.901.22510040011623850.190.210.410.490.6966057214935210.220.400.500.630.6478057213205100.400.710.881.091.24810057211844880.610.911.121.541.69915057212225291.251.622.272.562.95


## 4. Rock Movement Characteristics and Surface Subsidence Law under Different Paste Strengths

### 4.1. Establishment of Numerical Calculation Model

In the process of filling mining, the change of filling strength has different effects on the surface and overburden [26]. The characteristics of rock movement and surface subsidence under different filling strengths should be studied. The main purpose of the numerical simulation is to compare the surface subsidence of caving mining and filling mining through numerical calculation; The rock movement characteristics and surface subsidence law under different filling strengths are simulated.The target working face is flat, with a ground elevation of +38.03 ∼ +39.69 m and an average elevation of +38.85 m. The floor elevation is −354.56 ∼ −464.30 m, the buried depth of the coal seam is 393.39–502.80 m, with an average of 440.15 m, the thickness of the coal seam is 1.67–3.36 m, with an average thickness of 2.74 m, and the dip angle of the coal seam is generally 3°–11°, with an average of 6°. The overlying bedrock is 159.67–247.17 m thick, with an average of 191.98 m. The thickness of Quaternary topsoil is 220.82–283.37 m, with an average of 245.43 m. It is mainly composed of clay, sandy clay, clayey sand, sand, and gravel, belonging to river lake facies deposition. The direct roof and main roof are dominated by siltstone and medium sandstone, with a thickness of 7.3–16.97 m, mudstone clay is seen locally, the pseudo roof is 0.8–1.4 m thick, and fractures are developed. The numerical calculation model is shown in Figure6.Figure 6
Numerical calculation model.3DEC (3 Dimension Distinct Element Code) is a three-dimensional discrete element program for dealing with discontinuous media. It is used to simulate the response of discontinuous media under static or dynamic load. Discontinuous media are represented by discrete block aggregates. The discontinuous surface is treated as the boundary between blocks, allowing large displacement and rotation of blocks along the discontinuous surface. A block can be a rigid body or a deformable body [27]. The deformed block is divided into finite element meshes, and each element is linear or nonlinear according to the given “stress-strain” criterion. The normal and tangential relative motion of the discontinuity is also controlled by the linear or nonlinear “force-displacement” relationship.The dip angle of the target coal seam is small, so the horizontal coal seam is considered in the actual numerical simulation calculation. According to the needs of simulation, the stratigraphic conditions of mine are simplified are as follows: the coal seam floor is fine-grained sandstone, and the thickness is 40 m; The thickness of siltstone is 2 m; The thickness of coal seam is taken as 2.6 m; The thickness of the medium graded sandstone of the roof is 11.4 m; The thickness of siltstone is 7.4 m; The thickness of medium-grained sandstone is 4.2 m and that of siltstone is 10.8 m. According to the mechanical properties of coal and rock mass, the “Mohr–Coulomb” criterion is adopted for the constitutive relationship of coal and rock mass, and the joint surface contacts Coulomb slip criterion is adopted for joints. The values of rock mass and structural plane are shown in Tables3 and 4.Table 3
Mechanical parameters of coal and rock.
Rock stratumDensity (kgm3)Bulk modulus (GPa)Shear modulus (GPa)Internal friction angle (°)Cohesion (MPa)Quaternary topsoil2460.16.64.914.30.5Medium grained sandstone2668.436.929.933.41.6Siltstone2446.444.342.950.12.0Fine grained sandstone2758.340.041.349.71.5Coal seam1565.72.41.131.31.3Table 4
Mechanical parameters of coal and rock joints.
Rock stratumNormal stiffness (Gpa)Shear stiffness (Gpa)Cohesion (Mpa)Internal friction angle (°)Tensile strength (Mpa)Quaternary topsoil1.040.940.0018.190.00Medium grained sandstone3.132.060.5126.572.72Siltstone4.034.200.576.203.93Fine grained sandstone4.693.250.387.783.47Coal seam3.261.030.1620.881.08


### 4.2. Analysis of Calculation Results

As shown in Figure7, it shows the comparative analysis of roof movement law between complete caving mining and filling mining. As shown in Figure 7(a), without filling, the direct roof completely falls, and the roof collapse distance is up to 3 m. The surface subsidence gradually decreases from the corresponding position in the center of the working face to both sides, and the maximum surface subsidence can reach 0.73 m. As shown in Figure 7(b), when the material ratio is scheme 4, the roof deformation is 0.12 m, the maximum surface subsidence is 0.081 m, and the surface subsidence law is also the maximum in the center and gradually decreases to both sides.Figure 7
Deformation characteristics of the roof under unfilled mining and filling mining. (a) Roof movement and ground subsidence without filling and (b) roof movement and ground subsidence without filling scheme 4.
(a)(b)As shown in Figure8, it shows the subsidence of coal seam roof under different material ratios. The maximum deformation is 123 mm, which is scheme 1. The minimum deformation is 47 mm, which is scheme 9. According to the engineering requirements, scheme 3, scheme 4, scheme 7, scheme 8, and scheme 9 can meet the requirements. Among the above options, the minimum amount of cementitious material in is scheme 7 with 80 kg/m3, and the minimum amount of fly ash in schemes 3 and 4 is 400 kg/m3.Figure 8
Influence of filling strength on roof subsidence.As shown in Figure9, it shows the surface settlement under different material ratios. The maximum value of the surface settlement is 98 mm and the minimum value is 38 mm. The maximum settlement coefficient refers to the interpolation between surface settlement and roof subsidence, and the ratio to roof subsidence. The results of each scheme are shown in Figure 10, with the maximum value of 0.24 and the minimum value of 0.06. According to the research objective, the surface subsidence should be controlled within 80 mm. Considering the project cost, scheme 4 in the material ratio is selected.Figure 9
Influence of filling strength on land subsidence.Figure 10
Effect of filling strength on maximum subsidence coefficient.


### 4.3. Surface Subsidence Law under Different Buried Depths

Under the proportioning scheme with filling material of 4, when the filling rate, advancing distance, and other geological conditions are the same, and the buried depths are 100 m, 250 m, 400 m, and 550 m respectively, the surface subsidence parameters are shown in Figure11.Figure 11
Law of surface subsidence under the influence of different buried depths.It can be seen from the figure that the affected area is relatively consistent for the four buried depths. However, the maximum subsidence, inclination, curvature, horizontal movement, and horizontal deformation parameters at the buried depth of 100 m are greater than those at the buried depth of 550 m. With the increase of coal seam buried depth, the surface deformation tends to slow down. When the buried depth is 250 m, the surface settlement value is about 1.07 times that of 100 m. When the buried depth is 400 m, the surface settlement value is about 1.27 times that of 100 m. When the buried depth is 550 m, the surface settlement value is about 1.6 times that of 100 m.


## 4.1. Establishment of Numerical Calculation Model

In the process of filling mining, the change of filling strength has different effects on the surface and overburden [26]. The characteristics of rock movement and surface subsidence under different filling strengths should be studied. The main purpose of the numerical simulation is to compare the surface subsidence of caving mining and filling mining through numerical calculation; The rock movement characteristics and surface subsidence law under different filling strengths are simulated.The target working face is flat, with a ground elevation of +38.03 ∼ +39.69 m and an average elevation of +38.85 m. The floor elevation is −354.56 ∼ −464.30 m, the buried depth of the coal seam is 393.39–502.80 m, with an average of 440.15 m, the thickness of the coal seam is 1.67–3.36 m, with an average thickness of 2.74 m, and the dip angle of the coal seam is generally 3°–11°, with an average of 6°. The overlying bedrock is 159.67–247.17 m thick, with an average of 191.98 m. The thickness of Quaternary topsoil is 220.82–283.37 m, with an average of 245.43 m. It is mainly composed of clay, sandy clay, clayey sand, sand, and gravel, belonging to river lake facies deposition. The direct roof and main roof are dominated by siltstone and medium sandstone, with a thickness of 7.3–16.97 m, mudstone clay is seen locally, the pseudo roof is 0.8–1.4 m thick, and fractures are developed. The numerical calculation model is shown in Figure6.Figure 6
Numerical calculation model.3DEC (3 Dimension Distinct Element Code) is a three-dimensional discrete element program for dealing with discontinuous media. It is used to simulate the response of discontinuous media under static or dynamic load. Discontinuous media are represented by discrete block aggregates. The discontinuous surface is treated as the boundary between blocks, allowing large displacement and rotation of blocks along the discontinuous surface. A block can be a rigid body or a deformable body [27]. The deformed block is divided into finite element meshes, and each element is linear or nonlinear according to the given “stress-strain” criterion. The normal and tangential relative motion of the discontinuity is also controlled by the linear or nonlinear “force-displacement” relationship.The dip angle of the target coal seam is small, so the horizontal coal seam is considered in the actual numerical simulation calculation. According to the needs of simulation, the stratigraphic conditions of mine are simplified are as follows: the coal seam floor is fine-grained sandstone, and the thickness is 40 m; The thickness of siltstone is 2 m; The thickness of coal seam is taken as 2.6 m; The thickness of the medium graded sandstone of the roof is 11.4 m; The thickness of siltstone is 7.4 m; The thickness of medium-grained sandstone is 4.2 m and that of siltstone is 10.8 m. According to the mechanical properties of coal and rock mass, the “Mohr–Coulomb” criterion is adopted for the constitutive relationship of coal and rock mass, and the joint surface contacts Coulomb slip criterion is adopted for joints. The values of rock mass and structural plane are shown in Tables3 and 4.Table 3
Mechanical parameters of coal and rock.
Rock stratumDensity (kgm3)Bulk modulus (GPa)Shear modulus (GPa)Internal friction angle (°)Cohesion (MPa)Quaternary topsoil2460.16.64.914.30.5Medium grained sandstone2668.436.929.933.41.6Siltstone2446.444.342.950.12.0Fine grained sandstone2758.340.041.349.71.5Coal seam1565.72.41.131.31.3Table 4
Mechanical parameters of coal and rock joints.
Rock stratumNormal stiffness (Gpa)Shear stiffness (Gpa)Cohesion (Mpa)Internal friction angle (°)Tensile strength (Mpa)Quaternary topsoil1.040.940.0018.190.00Medium grained sandstone3.132.060.5126.572.72Siltstone4.034.200.576.203.93Fine grained sandstone4.693.250.387.783.47Coal seam3.261.030.1620.881.08


## 4.2. Analysis of Calculation Results

As shown in Figure7, it shows the comparative analysis of roof movement law between complete caving mining and filling mining. As shown in Figure 7(a), without filling, the direct roof completely falls, and the roof collapse distance is up to 3 m. The surface subsidence gradually decreases from the corresponding position in the center of the working face to both sides, and the maximum surface subsidence can reach 0.73 m. As shown in Figure 7(b), when the material ratio is scheme 4, the roof deformation is 0.12 m, the maximum surface subsidence is 0.081 m, and the surface subsidence law is also the maximum in the center and gradually decreases to both sides.Figure 7
Deformation characteristics of the roof under unfilled mining and filling mining. (a) Roof movement and ground subsidence without filling and (b) roof movement and ground subsidence without filling scheme 4.
(a)(b)As shown in Figure8, it shows the subsidence of coal seam roof under different material ratios. The maximum deformation is 123 mm, which is scheme 1. The minimum deformation is 47 mm, which is scheme 9. According to the engineering requirements, scheme 3, scheme 4, scheme 7, scheme 8, and scheme 9 can meet the requirements. Among the above options, the minimum amount of cementitious material in is scheme 7 with 80 kg/m3, and the minimum amount of fly ash in schemes 3 and 4 is 400 kg/m3.Figure 8
Influence of filling strength on roof subsidence.As shown in Figure9, it shows the surface settlement under different material ratios. The maximum value of the surface settlement is 98 mm and the minimum value is 38 mm. The maximum settlement coefficient refers to the interpolation between surface settlement and roof subsidence, and the ratio to roof subsidence. The results of each scheme are shown in Figure 10, with the maximum value of 0.24 and the minimum value of 0.06. According to the research objective, the surface subsidence should be controlled within 80 mm. Considering the project cost, scheme 4 in the material ratio is selected.Figure 9
Influence of filling strength on land subsidence.Figure 10
Effect of filling strength on maximum subsidence coefficient.


## 4.3. Surface Subsidence Law under Different Buried Depths

Under the proportioning scheme with filling material of 4, when the filling rate, advancing distance, and other geological conditions are the same, and the buried depths are 100 m, 250 m, 400 m, and 550 m respectively, the surface subsidence parameters are shown in Figure11.Figure 11
Law of surface subsidence under the influence of different buried depths.It can be seen from the figure that the affected area is relatively consistent for the four buried depths. However, the maximum subsidence, inclination, curvature, horizontal movement, and horizontal deformation parameters at the buried depth of 100 m are greater than those at the buried depth of 550 m. With the increase of coal seam buried depth, the surface deformation tends to slow down. When the buried depth is 250 m, the surface settlement value is about 1.07 times that of 100 m. When the buried depth is 400 m, the surface settlement value is about 1.27 times that of 100 m. When the buried depth is 550 m, the surface settlement value is about 1.6 times that of 100 m.


## 5. Conclusion

The research shows that filling mining can effectively control surface subsidence, and different material ratios have a great influence on the strength of the filling body. Filling strength has a decisive influence on surface subsidence. Through laboratory tests and numerical simulation, a more reasonable filling parameter is selected, and the influence of coal seam buried depth on surface subsidence under this filling parameter is analyzed. The specific conclusions are as follows:(1)
The relationship between the mass concentration of different gangue gypsum and slump is experimentally studied. The gangue concentration is 70.5%, which can increase the amount of gangue and meet the construction needs. Different coal gangue gradations were tested to optimize its ratio. The strength characteristics of backfill under different material ratios were studied. According to the technical requirements of paste filling materials, the proportion scheme that can meet the requirements of filling engineering is selected.(2)
Through numerical calculation, the surface subsidence of caving mining and filling mining is compared and studied; the rock movement characteristics and surface subsidence law under different filling strengths are simulated. The appropriate paste proportion scheme was selected.(3)
The influence of different buried depths on surface subsidence under filling mining conditions is analyzed. The maximum horizontal stress, minimum horizontal stress, and vertical stress increase with the increase of depth. The research shows that the surface subsidence will decrease with the increase of buried depth.



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*Source: 4687200-2022-03-01.xml*