Non-equal-strength-pressure relief-grouting reinforcement cooperative control method suitable for deep coal roadway

Abstract

The invention discloses a roadway surrounding rock non-equal strength-pressure relief-grouting reinforcement cooperative control method suitable for extreme stress conditions, which comprises the following steps of: dividing support subareas for different fracture areas in a whole section, identifying the deformation fracture degree of surrounding rock in the whole section through a numerical simulation method in combination with means such as on-site drilling peeping, stress and displacement monitoring and the like, and determining the deformation fracture degree of the surrounding rock in the whole section. And according to the stress concentration coefficient, intense fracture position areas of soft rock and coal seam roadway surrounding rock are pre-judged in advance, the high-strength anchor rod and anchor cable collaborative supporting range is determined, the anchor cable suspension area is determined, and the large-diameter drill hole pressure relief position and the grouting reinforcement radius are ascertained. According to the method, the non-equal strength-pressure relief-grouting reinforcement design mode in the whole section is adopted for soft rock and coal seam roadways, roadway surrounding rock stability control is achieved under the condition that the economic cost is saved, and local large-area fracture, caused by the complex stress environment, of regional surrounding rock is reduced.

Description

Technical Field

[0001] The invention relates to the technical field of engineering rock mass, in particular to a non-equal strength-pressure relief-grouting reinforcement coordinated control method suitable for deep coal tunnels. Background Art

[0002] In deep tunnels, the mechanical properties of coal rock mass will change due to various reasons such as stress environment, resulting in many problems in tunnel support. With the increase of mining depth, the original rock stress increases. Tunnel excavation and working face mining will cause the vertical stress peak within a certain range to reach 1.5 to 3.0 times the original rock stress. Under the action of high ground stress, the tunnel surrounding rock will show significant rheological characteristics. High preload anchor cable support can only control the rheology of the surrounding rock in the shallow anchoring area, but it is difficult to play a role in the rheology of the deep surrounding rock, resulting in structural rheology of the anchoring as a whole. The physical and mechanical properties of the rock mass that has been under high ground stress for a long time will change. When tunnel excavation is carried out in such rock mass, the tunnel surrounding rock will be severely damaged and deformed, causing damage to the support structure and seriously threatening the safety of construction personnel.

[0003] During the mining process of deep tunnels, due to the high ground stress, the tunnel surrounding rock is prone to deformation and cracking, which poses a serious threat to the stability of the tunnel. Traditional support methods, such as engineering analogy, often only consider the support methods of other mines with the same geological conditions as themselves, which seriously wastes the effectiveness of the support system and may lead to insufficient support strength in some areas, resulting in serious deformation and cracking. Therefore, for the stability control of tunnel surrounding rock, more refined and differentiated support strategies need to be adopted to adapt to the actual geological conditions and mechanical responses of different regions. Summary of the invention

[0004] The purpose of the present invention is to provide a non-uniform strength-pressure relief-grouting reinforcement coordinated control method applicable to deep coal roadways in order to solve the above technical problems. In order to solve the above technical problems, the present invention adopts the following technical solutions:

[0005] A non-equal strength-pressure relief-grouting reinforcement coordinated control method applicable to deep coal roadways comprises the following steps:

[0006] (1) Combine the lithological characteristics of different geological layers, study the geological structure in the area, analyze the fall of faults, the occurrence of fault planes, the morphology and dip angle of folds, and the mining data of the near-layer of the working face, understand the geological structure of the tunnel environment and the mining conditions of the adjacent working face, and provide a data basis for subsequent geomechanical modeling and stability assessment;

[0007] (2) Using the XY-44 core drill, core samples were collected at selected key locations. According to the "Core Drilling Regulations", the drilling speed was reasonably set according to different formation conditions. At the same time, the drilling pressure was strictly controlled to ensure the integrity and representativeness of the core samples. These high-quality core samples provide support for various rock parameters;

[0008] (3) A CSS-28300 electronic universal testing machine was used to conduct uniaxial compressive strength tests, and the experimental loading rate was set to 50 mm / min according to the standard; a TAW-2000 rock triaxial testing machine was used to conduct triaxial compressive strength tests to obtain strength parameters that are more in line with actual working conditions; and testing equipment was used to conduct tests on physical and mechanical parameters such as elastic modulus and Poisson's ratio. These physical and mechanical parameters were obtained through experiments and used to accurately determine the stress field in the tunnel.

[0009] (4) Based on the above physical and mechanical parameters, the rock mechanics and numerical analysis methods are used to determine the stress field of the tunnel, considering the stress changes caused by factors such as stratum self-weight stress, tectonic stress and working face mining, clarifying the stress distribution law of the tunnel surrounding rock and accurately defining the type of stress field in which it is located;

[0010] (5) After the stress field of the tunnel is clear, method 1 can be used to support the surrounding rock tunnel in a low stress environment. Method 1 is non-equal strength support.

[0011] (6) If method 1 cannot effectively control the deformation and damage of the surrounding rock in a high-stress surrounding rock tunnel environment, it is necessary to further analyze the method of controlling the stability of the surrounding rock. If the surrounding rock shows local fractures, method 2 can be used to coordinate control by unloading the pressure through diameter drilling. Method 2 is a non-equal strength support-unloading method. Method 2 is to use a ZDY-1900S coal mine drill to drill holes at specific locations around the tunnel to reduce the concentration of surrounding rock stress. These two support methods cooperate with each other and work synergistically to more effectively control the deformation and damage of the tunnel surrounding rock.

[0012] (7) Use numerical simulation software and similar material simulation experiments to simulate the key indicators such as the stress distribution of the tunnel surrounding rock, the degree of deformation reduction, and whether it can effectively avoid local large-area rupture caused by stress rotation under the "non-isotropic targeting-pressure relief" collaborative control mode, so as to further determine the effect of this collaborative control mode. Experimental verification shows that it can meet the actual engineering requirements in some cases;

[0013] (8) If the tunnel is in a high-stress global severe fracture situation and the large-area fracture cannot be effectively avoided under the coordinated control of methods 1 and 2, a more stable control method is needed, that is, method 3 can be used on the basis of methods 1 and 2 to perform three-in-one coordinated control through grouting reinforcement. Method 3 is a non-equal strength support-pressure relief-grouting method, which can achieve more effective control of the deformation and damage of the tunnel surrounding rock;

[0014] (9) By using numerical simulation and similar material experiments, the deformation of the tunnel surrounding rock can be effectively reduced under the coordinated control method of "non-equal strength targeting-pressure relief-grouting reinforcement". That is, it meets the actual requirements of the project. This method 3 gives two grouting reinforcement methods, taking the reinforcement of local key parts as an example. Secondly, it can also be reinforced by regional grouting according to the plastic zone range of the surrounding rock. The above method can more effectively improve the stability of the surrounding rock of the deep coal tunnel and improve its engineering safety factor;

[0015] (10) Conduct field monitoring and analysis based on the actual situation on site, monitor stress and displacement using KJ550 mining stress sensors and KGE30 mining displacement sensors, compare these field monitoring data with numerical simulations, and make targeted adjustments to the support scheme;

[0016] (11) Based on the results of on-site monitoring, the various parameters of the "non-equal strength targeting-pressure relief-grouting reinforcement" collaborative control method are continuously optimized. According to the stress release effect, the diameter, spacing or depth of the holes drilled by the ZDY-1900S drilling rig are appropriately adjusted; according to the grouting reinforcement effect, the grouting pressure, grouting volume and other parameters of the ZJB-30 grouting pump are optimized. The collaborative control method can reduce construction costs and improve construction efficiency while ensuring the support effect, thereby achieving a more economical and reasonable tunnel surrounding rock control target;

[0017] (12) Finally, after a series of research, simulation, monitoring and optimization work, the various parameters of the entire support scheme were comprehensively and carefully sorted out and confirmed again in combination with the actual situation on site, to ensure that the stability of the surrounding rock of the deep coal roadway can be achieved to the greatest extent under more economical conditions, effectively increase its safety factor, and provide a solid and reliable guarantee for the long-term safe use of the roadway;

[0018] Furthermore, the analysis of the fall of the fault and the attitude of the fault plane includes strike, dip and inclination.

[0019] Furthermore, the adjacent working face includes an upper coal seam, a lower coal seam, and surrounding sections.

[0020] Furthermore, the fixed drilling speed is controlled at about 1.5 m / h in soft formations and reduced to about 0.8 m / h in hard formations.

[0021] Furthermore, the drilling pressure is: the drilling pressure for soft formations is maintained at 5KN, and is increased to 10KN as needed for hard formations.

[0022] Due to the adoption of the above technical solutions, the present invention has significant technical effects: (1) The stability problem of deep coal roadways can be effectively solved by a three-in-one coordinated control method. This method fully considers the anisotropy and heterogeneity of coal rock masses, and predicts potential areas where roadway surrounding rock fractures are significant or have a high degree of deformation, as well as the distribution form of specific tensile-shear fracture networks that may occur in roadway surrounding rock through numerical simulation methods and similar material simulation methods. After determining the fracture range, tensile-shear fracture properties, and the location of tensile-shear fracture crack development, the on-site drilling peek method is used to verify the prediction of surrounding rock fracture characteristics in different sections of the entire roadway, and combined with the on-site displacement monitoring method, the feasibility of different coordinated control schemes in different sections of the entire roadway is verified. This full-space coordinated control technology, with its core three-in-one coordinated control, can effectively control the deformation of roadway surrounding rock.

[0023] (2) Through numerical simulation methods, the stress distribution of mining conditions around the tunnel and the stress zoning of different lithologies and different principal stress deflection angles are determined. The stress environment of the tunnel is effectively evaluated according to the different stress areas, and the angles and lengths of anchor bolts and cables in different sections of the tunnel are determined. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] Figure 1 It is a schematic diagram of the non-equal strength-pressure relief-grouting reinforcement structure in the present invention;

[0025] Figure 2 It is a schematic diagram of reinforcement according to the plastic zone of surrounding rock in the present invention;

[0026] Figure 3 It is a schematic diagram of the non-equal strength-pressure relief-grouting reinforcement process in the present invention. DETAILED DESCRIPTION

[0027] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0028] In the description of the present invention, it should be noted that the terms "vertical", "upper", "lower", "horizontal", etc. indicate positions or positional relationships based on the positions or positional relationships shown in the accompanying drawings, which are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific position, be constructed and operated in a specific position, and therefore cannot be understood as limiting the present invention. In addition, "first", "second", "third", and "fourth" are only used for descriptive purposes and cannot be understood as indicating or implying relative importance.

[0029] In the description of the present invention, it is also necessary to explain that, unless otherwise clearly specified and limited, the terms "set", "install", "connect", and "connect" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection, it can be a mechanical connection, it can be an electrical connection, it can be a direct connection, it can be connected through an intermediate medium, and it can be the internal communication of two components. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0030] like Figure 1 As shown, a "non-equal strength-pressure relief-grouting reinforcement" coordinated control method applicable to deep coal roadways in the present invention comprises the following steps:

[0031] (1) Combined with the lithological characteristics of different geological layers, the geological structure in the study area is analyzed to analyze the fall of faults, the occurrence of fault planes (i.e., strike, dip, and inclination), and the morphology and dip angle of folds. As well as the mining data of the working face near the working face, the geological structure of the tunnel environment and the mining conditions of the adjacent working faces (upper coal seam, lower coal seam, surrounding sections, etc.) are mastered to provide a data basis for subsequent geomechanical modeling and stability assessment.

[0032] (2) Use the XY-44 core drill to collect core samples at selected key locations. According to the "Core Drilling Regulations", the drilling speed is reasonably set according to different formation conditions. Generally, it can be controlled at about 1.5m / h in soft formations and appropriately reduced to 0.8m / h in hard formations. At the same time, the drilling pressure is strictly controlled, maintained at 5KN in soft formations and increased to 10KN in hard formations as needed to ensure the integrity and representativeness of the core samples. These high-quality core samples will provide support for various rock parameters.

[0033] (3) A CSS-28300 electronic universal testing machine was used to conduct uniaxial compressive strength tests, and the experimental loading rate was set to 50 mm / min according to the standard; a TAW-2000 rock triaxial testing machine was used to conduct triaxial compressive strength tests to obtain strength parameters that are more in line with actual working conditions; and NM-4B static elastic modulus tester and other equipment were used to conduct tests on physical properties such as elastic modulus and Poisson's ratio. These parameters obtained through experiments play a key role in accurately determining the stress field in the tunnel.

[0034] (4) Based on the above physical and mechanical parameters, use rock mechanics and numerical analysis methods to determine the stress field in which the tunnel is located. Consider the stress changes caused by factors such as stratum self-weight stress, tectonic stress, and working face mining. Clarify the stress distribution law of the tunnel surrounding rock and accurately define the type of stress field it is in.

[0035] (5) After clarifying the stress field of the tunnel, the surrounding rock tunnel in a low stress environment can be Figure 1 Method 1 in the method, wherein the method 1 is non-uniform strength support;

[0036] (6) If used in high stress surrounding rock tunnel environment Figure 1 If method 1 in the above cannot effectively control the deformation and damage of the surrounding rock, it is necessary to further analyze the method of controlling the stability of the surrounding rock. If the surrounding rock shows local cracks, Figure 1 Method 2 in the method is coordinated control by means of diameter drilling pressure relief. The method 2 is a non-equal strength support-pressure relief method. Method 2 is to reduce the stress concentration of the surrounding rock by drilling holes at specific locations around the tunnel using a ZDY-1900S type coal mine drill. These two support methods cooperate and work together to more effectively control the deformation and damage of the tunnel surrounding rock.

[0037] (7) Use numerical simulation software and similar material simulation experiments to simulate the key indicators such as the stress distribution of the tunnel surrounding rock, the degree of deformation reduction, and whether it can effectively avoid local large-area rupture caused by stress rotation under the "non-isotropic targeting-pressure relief" collaborative control mode, so as to further determine the effect of this collaborative control mode. Experimental verification shows that it can meet the actual engineering requirements in some cases;

[0038] (8) If the tunnel is in a high stress and severe global rupture situation, Figure 1 If the coordinated control of methods 1 and 2 in the above still cannot effectively avoid large-scale rupture, a more stable control method is needed, that is, Figure 1 Based on Method 1 and Method 2 in Figure 1 Method 3 in the method performs three-in-one coordinated control through grouting reinforcement. The method 3 is a non-equal strength support-pressure relief-grouting method, which can achieve more effective control of deformation and damage of the tunnel surrounding rock;

[0039] (9) By using numerical simulation and similar material experiments, the deformation of the tunnel surrounding rock can be effectively reduced under the coordinated control method of "non-equal strength targeting-pressure relief-grouting reinforcement". This meets the actual requirements of the project. Figure 1 Method 3 in the paper gives two grouting reinforcement methods: Figure 1 Take the reinforcement of local key parts as an example, and then you can use Figure 2 The reinforcement is carried out by grouting in different areas according to the plastic zone of the surrounding rock. The above method can more effectively improve the stability of the surrounding rock of deep coal roadways and improve its engineering safety factor;

[0040] (10) Conduct on-site monitoring and analysis based on the actual situation on site. Use KJ550 mining stress sensors and KGE30 mining displacement sensors to monitor stress and displacement. Compare these on-site monitoring data with numerical simulations to make targeted adjustments to the support plan.

[0041] (11) Based on the on-site monitoring results, the various parameters of the "non-equal strength targeting-pressure relief-grouting reinforcement" collaborative control method are continuously optimized. According to the stress release effect, the diameter, spacing or depth of the holes drilled by the ZDY-1900S drilling rig are appropriately adjusted; according to the grouting reinforcement effect, the grouting pressure, grouting volume and other parameters of the ZJB-30 grouting pump are optimized. The collaborative control method can reduce construction costs and improve construction efficiency while ensuring the support effect, thereby achieving a more economical and reasonable tunnel surrounding rock control target.

[0042] (12) Finally, after a series of research, simulation, monitoring and optimization work, the various parameters of the entire support scheme were comprehensively and carefully sorted out and confirmed again in combination with the actual on-site conditions. This ensures that the stability of the surrounding rock of the deep coal roadway can be achieved to the greatest extent under more economical conditions, effectively increasing its safety factor and providing a solid and reliable guarantee for the long-term safe use of the roadway.

[0043] It is worth noting that the various equipment models listed above are only presented as an example. In actual engineering application scenarios, appropriate equipment and models should be selected based on specific engineering requirements and relevant industry standards and specifications. The specific parameter values ​​mentioned in this article, such as rock drilling speed, drilling pressure, loading rate, confining pressure range, drilling parameters (including diameter, spacing, depth, etc.) and grouting parameters (such as grouting pressure, grouting volume, etc.) are not fixed. It is necessary to combine the actual engineering conditions to ensure the scientificity, rationality and effectiveness of the entire engineering implementation process. The analysis of the fall of the fault and the occurrence of the fault plane include strike, dip and inclination;

[0044] The adjacent working surface includes the upper coal seam, the lower coal seam, and the surrounding sections;

[0045] The fixed drilling speed is: controlled at about 1.5m / h in soft formations, and reduced to about 0.8m / h in hard formations;

[0046] The drilling pressure is: the drilling pressure for soft formations is maintained at 5KN, and the drilling pressure for hard formations is increased to 10KN as needed;

[0047] It is worth noting that the various equipment models listed above are only presented as an example. In actual engineering application scenarios, appropriate equipment and models should be selected based on specific engineering requirements and relevant industry standards and specifications. The specific parameter values ​​mentioned in this article, such as rock drilling speed, drilling pressure, loading rate, confining pressure range, drilling parameters (including diameter, spacing, depth, etc.) and grouting parameters (such as grouting pressure, grouting volume, etc.) are not fixed. It is necessary to combine the actual engineering conditions to ensure the scientificity, rationality and effectiveness of the entire engineering implementation process.

[0048] The patent of the present invention discloses a coordinated control method for non-equal strength-pressure relief-grouting reinforcement of tunnel surrounding rock under extreme stress conditions. In some special engineering sites of deep mining, due to the influence of "three highs and one disturbance" and unreasonable support methods, soft rock and coal tunnels are very likely to have expansion rheology and severe rupture of surrounding rock in the overall range, resulting in failure of local support in the whole section. If a high-strength support system (such as full anchor support, concrete wall, etc.) is adopted, a large amount of support economic cost will be wasted. Based on this, branch protection zones are divided into different rupture areas in the whole section. Through numerical simulation methods, combined with on-site drilling peek, stress and displacement monitoring and other means, the degree of deformation and rupture of the surrounding rock in the whole section is identified. The location area of ​​severe rupture of soft rock and coal seam tunnel surrounding rock is predicted in advance according to the stress concentration coefficient, the coordinated support range of high-strength anchor rods and anchor cables is determined, the anchor cable suspension area is clarified, and the diameter drilling pressure relief position and grouting reinforcement radius are explored. For soft rock and coal seam tunnels, an asymmetric, pressure-relieving, and grouting reinforcement design method is adopted within the entire section to achieve stability control of the tunnel surrounding rock while saving economic costs and reduce local large-scale fractures of the regional surrounding rock caused by the complex stress environment.

[0049] The technical features of the above-described embodiments may be arbitrarily combined. To make the description concise, not all possible combinations of the technical features in the above-described embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0050] The above-described embodiments only express the implementation methods of the present invention, and the description thereof is relatively specific and detailed, but it cannot be understood as limiting the scope of the invention of the present invention. It should be pointed out that, for those of ordinary skill in the art, several variations and improvements can be made without departing from the concept of the present invention, and these all belong to the protection scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the attached claims.

Claims

1. A non-equal strength-pressure relief-grouting reinforcement coordinated control method suitable for deep coal roadways, characterized in that: The following steps are involved: (1) Combine the lithological characteristics of different geological layers, study the geological structure in the area, analyze the fall of faults, the occurrence of fault planes, the morphology and dip angle of folds, and the mining data of the near-layer of the working face, understand the geological structure of the tunnel environment and the mining conditions of the adjacent working face, and provide a data basis for subsequent geomechanical modeling and stability assessment; (2) Using the XY-44 core drill, core samples were collected at selected key locations. According to the "Core Drilling Regulations", the drilling speed was reasonably set according to different formation conditions. At the same time, the drilling pressure was strictly controlled to ensure the integrity and representativeness of the core samples. These high-quality core samples provide support for various rock parameters; (3) A CSS-28300 electronic universal testing machine was used to conduct uniaxial compressive strength tests, and the experimental loading rate was set to 50 mm / min according to the standard; a TAW-2000 rock triaxial testing machine was used to conduct triaxial compressive strength tests to obtain strength parameters that are more in line with actual working conditions; and testing equipment was used to conduct tests on physical and mechanical parameters such as elastic modulus and Poisson's ratio. These physical and mechanical parameters were obtained through experiments and used to accurately determine the stress field in the tunnel. (4) Based on the above physical and mechanical parameters, the rock mechanics and numerical analysis methods are used to determine the stress field of the tunnel, considering the stress changes caused by factors such as stratum self-weight stress, tectonic stress and working face mining, clarifying the stress distribution law of the tunnel surrounding rock and accurately defining the type of stress field in which it is located; (5) After the stress field of the tunnel is clear, method 1 can be used to support the surrounding rock tunnel in a low stress environment. Method 1 is non-equal strength support. (6) If method 1 cannot effectively control the deformation and damage of the surrounding rock in a high-stress surrounding rock tunnel environment, it is necessary to further analyze the method of controlling the stability of the surrounding rock. If the surrounding rock shows local fractures, method 2 can be used to coordinate control by unloading the pressure through diameter drilling. Method 2 is a non-equal strength support-unloading method. Method 2 is to use a ZDY-1900S coal mine drill to drill holes at specific locations around the tunnel to reduce the concentration of surrounding rock stress. These two support methods cooperate with each other and work synergistically to more effectively control the deformation and damage of the tunnel surrounding rock. (7) Use numerical simulation software and similar material simulation experiments to simulate the key indicators such as the stress distribution of the tunnel surrounding rock, the degree of deformation reduction, and whether it can effectively avoid local large-area rupture caused by stress rotation under the "non-isotropic targeting-pressure relief" collaborative control mode, so as to further determine the effect of this collaborative control mode. Experimental verification shows that it can meet the actual engineering requirements in some cases; (8) If the tunnel is in a high-stress global severe fracture situation and the large-area fracture cannot be effectively avoided under the coordinated control of methods 1 and 2, a more stable control method is needed, that is, method 3 can be used on the basis of methods 1 and 2 to perform three-in-one coordinated control through grouting reinforcement. Method 3 is a non-equal strength support-pressure relief-grouting method, which can achieve more effective control of the deformation and damage of the tunnel surrounding rock; (9) By using numerical simulation and similar material experiments, the deformation of the tunnel surrounding rock can be effectively reduced under the coordinated control method of "non-equal strength targeting-pressure relief-grouting reinforcement". That is, it meets the actual requirements of the project. This method 3 gives two grouting reinforcement methods, taking the reinforcement of local key parts as an example. Secondly, it can also be reinforced by regional grouting according to the plastic zone range of the surrounding rock. The above method can more effectively improve the stability of the surrounding rock of the deep coal tunnel and improve its engineering safety factor; (10) Conduct field monitoring and analysis based on the actual situation on site, monitor stress and displacement using KJ550 mining stress sensors and KGE30 mining displacement sensors, compare these field monitoring data with numerical simulations, and make targeted adjustments to the support scheme; (11) Based on the on-site monitoring results, the various parameters of the "non-equal strength targeting-pressure relief-grouting reinforcement" collaborative control method are continuously optimized. According to the stress release effect, the diameter, spacing or depth of the holes drilled by the ZDY-1900S drilling rig are appropriately adjusted; according to the grouting reinforcement effect, the grouting pressure, grouting volume and other parameters of the ZJB-30 grouting pump are optimized. The collaborative control method can reduce construction costs and improve construction efficiency while ensuring the support effect, and achieve a more economical and reasonable tunnel surrounding rock control goal; (12) Finally, after the above series of research, simulation, monitoring and optimization work, combined with the actual situation on site, the various parameters of the entire support plan were comprehensively and carefully sorted out and confirmed to ensure that the stability of the surrounding rock of the deep coal roadway can be achieved to the greatest extent under more economical conditions, effectively increase its safety factor, and provide a solid and reliable guarantee for the long-term safe use of the roadway.

2. The non-equal strength-pressure relief-grouting reinforcement coordinated control method applicable to deep coal roadways according to claim 1 is characterized in that: The analysis fault throw and the occurrence of the fault plane include strike, dip and inclination.

3. The non-equal strength-pressure relief-grouting reinforcement coordinated control method applicable to deep coal roadways according to claim 1 is characterized in that: The adjacent working face includes the upper coal seam, the lower coal seam and the surrounding sections.

4. The non-equal strength-pressure relief-grouting reinforcement coordinated control method applicable to deep coal roadways according to claim 1 is characterized in that: The fixed drilling speed is: controlled at about 1.5 m / h in soft formations, and reduced to about 0.8 m / h in hard formations.

5. The non-equal strength-pressure relief-grouting reinforcement coordinated control method applicable to deep coal roadways according to claim 1 is characterized in that: The drilling pressure is as follows: the drilling pressure for soft formations is maintained at 5KN, and is increased to 10KN as needed for hard formations.

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