Method and system for determining rock burst prevention parameters of a roadway support in a coal mine

Abstract

The present application relates to roadway support technical field, disclose a kind of coal mine rock burst roadway support anti-bump parameter determination method and system thereof.The selection method of hydraulic support includes: according to the system equation of roadway, the displacement of the surrounding rock of roadway, the first equivalent ground stress and the second equivalent ground stress and the stress of broken zone under each, respectively determine the surrounding rock-support mutual feedback balance curve under the first equivalent ground stress and the second equivalent ground stress;According to the balance curve, determine the support strength of the hydraulic support to be selected to the surrounding rock and the minimum amount of expansion required by the live column;Determine the residual impact energy required to be absorbed by the hydraulic support;Further determine the hydraulic support matched with roadway.The present application not only can quantitatively determine the deformation coordination response and mutual feedback balance relationship of "surrounding rock and support" in rock burst roadway, and further determine the support strength of the hydraulic support to the surrounding rock;Also can quantitatively determine the residual impact energy required to be absorbed by the hydraulic support, so as to realize the parameterized selection of roadway anti-bump hydraulic support.

Description

Technical Field

[0001] This invention relates to the field of roadway support technology, specifically to a method and system for determining anti-rockburst parameters for roadway supports in coal mines prone to rockburst. Background Technology

[0002] Rockburst is one of the most serious dynamic hazards in coal mines and a global challenge facing both the rock mechanics and mining industries. While rockbursts often occur instantaneously within milliseconds to seconds, the entire physical process can be divided into a gestation phase before the initiation point and a destructive phase afterward. Because deep coal mine dynamic hazards are often characterized by the high randomness of earthquake-induced rockbursts, the wide range of impacts, and the difficulty in predicting their initiation, energy-absorbing and rockburst-prevention support technologies, aimed at preventing rockbursts after their initiation, naturally become the last line of defense in coal mine rockburst prevention.

[0003] However, existing energy-absorbing shock-resistant support design and selection methods cannot achieve quantitative analysis of the failure stage after impact initiation, let alone achieve accurate selection of support equipment. Summary of the Invention

[0004] The purpose of this invention is to provide a method and system for determining the anti-rockburst parameters of hydraulic supports in coal mine roadways prone to rockbursts. On one hand, it considers the loading effect of mining on the advance roadway, quantitatively determining the deformation coordination response and mutual feedback balance between the surrounding rock and the support in the rockburst roadway. On the other hand, it also considers the superposition process of "far-field release of disturbance energy" and "near-field release of energy" during a rockburst, quantitatively determining the remaining impact energy that the selected hydraulic support needs to absorb. Therefore, the support strength and remaining impact energy of the selected hydraulic support for the surrounding rock can be accurately determined, and parametric selection of the anti-rockburst hydraulic support can be achieved at least based on the support strength and the remaining impact energy.

[0005] To achieve the above objectives, the first aspect of the present invention provides a method for selecting hydraulic supports, the method comprising: determining the second equivalent in-situ stress of a roadway in a non-mining-affected zone and the first equivalent in-situ stress of a roadway in a mining-affected zone; and, based on the system equation of the roadway, the functional relationship between the displacement of the surrounding rock and the radius of the fractured zone, the second equivalent in-situ stress, the first equivalent in-situ stress, the functional relationship between the first boundary stress of the fractured zone on the softened zone under the first equivalent in-situ stress and the first support strength required for the roadway space and the radius of the fractured zone, and the functional relationship between the second boundary stress of the fractured zone on the softened zone under the second equivalent in-situ stress and the second support strength required for the roadway space and the radius of the fractured zone, determining the first surrounding rock-support mutual feedback balance curve under the first equivalent in-situ stress and the second surrounding rock-support mutual feedback balance curve under the second equivalent in-situ stress. The mutual feedback balance curves are used to determine the support strength of the hydraulic support to the surrounding rock and the minimum expansion and contraction required of the movable column in the hydraulic support column, based on the first surrounding rock-support mutual feedback balance curve, the second surrounding rock-support mutual feedback balance curve, and the stress of the anchor support in the roadway. The remaining impact energy to be absorbed by the hydraulic support is determined based on the damage variables of coal and rock in the softened zone and the fractured zone of the surrounding rock, the radius of the fractured zone, the radius of the softened zone, the most dangerous micro-seismic magnitude, the distance from the most dangerous micro-seismic source to the failure point of the roadway, the equivalent radius of the roadway space, and the energy consumption of the anchor support. Finally, the hydraulic support matching the roadway is determined based on the support strength of the hydraulic support to the surrounding rock, the remaining impact energy to be absorbed by the hydraulic support, and the minimum expansion and contraction required of the movable column in the column.

[0006] Preferably, determining the first surrounding rock-support mutual feedback balance curve under the first equivalent in-situ stress and the second surrounding rock-support mutual feedback balance curve under the second equivalent in-situ stress includes: determining the first boundary stress corresponding to the first equivalent in-situ stress and the second boundary stress corresponding to the second equivalent in-situ stress according to the system equation of the roadway; determining the first surrounding rock-support mutual feedback balance curve according to the first boundary stress, the functional relationship between the first boundary stress and the first support strength and the radius of the fractured zone, and the functional relationship between the displacement of the surrounding rock of the roadway and the radius of the fractured zone; and determining the second surrounding rock-support mutual feedback balance curve according to the second boundary stress, the functional relationship between the second boundary stress and the second support strength required for the roadway space and the radius of the fractured zone, and the functional relationship between the displacement of the surrounding rock of the roadway and the radius of the fractured zone.

[0007] Preferably, determining the support strength of the hydraulic support to the surrounding rock and the minimum extension / retraction required of the movable column in the hydraulic support includes: determining the first support balance point of the first surrounding rock-support mutual feedback balance curve and the second support balance point of the second surrounding rock-support mutual feedback balance curve based on the first and second surrounding rock-support mutual feedback balance curves; determining the support strength of the hydraulic support to the surrounding rock based on the second support balance point and the stress of the roadway anchor support; and determining the minimum extension / retraction required of the movable column in the hydraulic support based on the first and second support balance points.

[0008] Preferably, determining the first support balance point of the first surrounding rock-support mutual feedback balance curve and the second support balance point of the second surrounding rock-support mutual feedback balance curve includes: when there is no extreme point in the first surrounding rock-support mutual feedback balance curve, performing the following steps: determining the first support balance point based on the first surrounding rock-support mutual feedback balance curve using surrounding rock delamination control conditions; and determining the second support balance point based on the ordinate of the first support balance point and the second surrounding rock-support mutual feedback balance curve; or when there is an extreme point in the first surrounding rock-support mutual feedback balance curve, performing the following steps: determining the extreme point of the first surrounding rock-support mutual feedback balance curve as the first support balance point; and determining the second support balance point based on the ordinate of the first support balance point and the second surrounding rock-support mutual feedback balance curve, wherein the ordinate of the first support balance point is equal to the ordinate of the second support balance point.

[0009] Preferably, the surrounding rock delamination control condition includes: the displacement of the surrounding rock of the roadway is less than or equal to a preset proportion of the equivalent radius of the roadway space.

[0010] Preferably, determining the remaining impact energy to be absorbed by the hydraulic support includes: determining the total energy dissipation of the resistance zone of the surrounding rock based on the damage variables of the coal and rock in the softened zone, the damage variables of the coal and rock in the fractured zone, the equivalent radius of the roadway space, the radius of the fractured zone, and the radius of the softened zone, wherein the resistance zone includes the fractured zone and the softened zone; determining the kinetic energy generated by the impact of the resistance zone based on the most dangerous microseismic magnitude, the distance from the most dangerous microseismic source to the failure point of the roadway, the radius of the softened zone, the equivalent radius of the roadway space, and the average density of the coal and rock in the resistance zone; and determining the remaining impact energy based on the kinetic energy generated by the impact of the resistance zone, the total energy dissipation of the resistance zone, and the energy dissipation of the anchoring support.

[0011] Preferably, when there is no extreme point in the second surrounding rock-support mutual feedback balance curve, determining the remaining impact energy includes: subtracting the sum of the total energy consumption of the resistance zone and the energy consumption of the anchoring support from the kinetic energy generated by the impact in the resistance zone to obtain the remaining impact energy.

[0012] Preferably, when there is an extreme point in the second surrounding rock-support mutual feedback balance curve, determining the remaining impact energy includes: determining the released energy of the elastic zone based on the first equivalent ground stress, the ordinate of the second support balance point, and the energy release rate of the elastic zone of the surrounding rock; and subtracting the sum of the total energy consumption of the resistance zone and the energy consumption of the anchor support from the sum of the released energy of the elastic zone and the kinetic energy generated by the impact of the resistance zone to obtain the remaining impact energy.

[0013] Preferably, determining the kinetic energy generated by the impact in the resistance zone includes: determining the impact velocity of the coal and rock in the resistance zone when the rockburst occurs, based on the magnitude of the most dangerous microseismic event, the distance from the source of the most dangerous microseismic event to the failure point of the roadway, the radius of the softened zone, and the equivalent radius of the roadway space; determining the mass of the coal and rock in the resistance zone, based on the radius of the softened zone, the equivalent radius of the roadway space, and the average density of the coal and rock in the resistance zone; and determining the kinetic energy generated by the impact in the resistance zone, based on the impact velocity and the mass of the coal and rock in the resistance zone.

[0014] Preferably, determining the second equivalent in-situ stress of the roadway in the non-mining-affected zone and the first equivalent in-situ stress of the roadway in the mining-affected zone includes: based on the original rock in-situ stress P0 and the uniaxial compressive strength σ of the coal and rock. c The following formula is used to determine the peak value P of the mining-induced stress in the surrounding rock of the roadway in the non-mining-affected zone. m ; According to the peak value of the mining stress P m Rock pressure relief efficiency coefficient W drill The uniaxial compressive strength σ of the coal and rock c The second equivalent ground stress P1 is determined by the following formula. And according to the peak value of the mining stress P m The stress relief efficiency coefficient W of the surrounding rock of the tunnel drill The stress concentration factor λ of the roadway in the mining-affected zone. m The uniaxial compressive strength σ of the coal and rock c The first equivalent ground stress P2 is determined by the following formula:

[0015] Preferably, the selection method further includes: determining the radius of the fractured zone and the radius of the softened zone based on the system equation of the roadway, the first equivalent ground stress, the disturbance response instability criterion, the damage variables of coal and rock in the elastic zone of the surrounding rock, the damage variables of coal and rock in the softened zone, and the damage variables of coal and rock in the fractured zone.

[0016] Preferably, determining the hydraulic support that matches the roadway includes: determining the static working load and displacement resistance required for the hydraulic support to prevent erosion based on the support strength of the hydraulic support for the surrounding rock; determining the displacement stroke required for the energy absorber of the hydraulic support and the energy required to be absorbed by a single support in the hydraulic support based on the remaining impact energy required to be absorbed by the hydraulic support; and selecting the model of the hydraulic support based on the static working load and displacement resistance required for the hydraulic support to prevent erosion, the displacement stroke required for the energy absorber and the energy required to be absorbed by a single support, and the minimum extension amount required for the piston in the column.

[0017] Preferably, the selection method further includes: determining the extension amount of the piston in the column according to the selected hydraulic support model and the height of the roadway; determining the stiffness of the selected hydraulic support according to the extension amount of the piston in the column; and determining the timing of the initial support according to the initial support force, working resistance, stiffness, and second support balance point of the selected hydraulic support.

[0018] In summary, this invention creatively determines the first surrounding rock-support mutual feedback balance curve under the first equivalent geostress and the second surrounding rock-support mutual feedback balance curve under the second equivalent geostress; based on the first surrounding rock-support mutual feedback balance curve, the second surrounding rock-support mutual feedback balance curve, and the stress of the anchoring support of the roadway, it determines the support strength of the hydraulic support to the surrounding rock and the minimum expansion and contraction required of the live column in the hydraulic support; based on the damage variables of coal and rock in the softened zone and the fractured zone of the surrounding rock, the radius of the fractured zone, the radius of the softened zone, the most dangerous micro-seismic magnitude, the distance from the most dangerous micro-seismic source to the failure point of the roadway, the equivalent radius of the roadway space, and the energy consumption of the anchoring support, it determines the residual impulse energy that the hydraulic support needs to absorb; and based on the support strength of the hydraulic support to the surrounding rock, the residual impulse energy that the hydraulic support needs to absorb, and the minimum expansion and contraction required of the live column in the support, it determines the hydraulic support that matches the roadway. Therefore, this invention, on the one hand, considers the loading effect of the working face mining on the advance roadway, and can quantitatively determine the deformation coordination response and mutual feedback balance relationship between the surrounding rock and the support in the roadway under rockburst. On the other hand, it also considers the superposition process of "far-field release of disturbance energy" and "near-field release of energy" when the roadway under rockburst occurs, and can quantitatively determine the remaining impact energy that the hydraulic support to be selected needs to absorb. Thus, the support strength and remaining impact energy of the hydraulic support to be selected for the surrounding rock can be accurately determined, and the parameterized selection of the roadway anti-rockburst hydraulic support can be achieved at least based on the support strength and the remaining impact energy.

[0019] A second aspect of the present invention provides a hydraulic support selection system, the system comprising: a stress determination device for determining the second equivalent ground stress of a roadway in a non-mining-affected zone and the first equivalent ground stress of a roadway in a mining-affected zone; a balance curve determination device for determining, based on the roadway's system equation, the functional relationship between the displacement of the surrounding rock and the radius of the fractured zone, the second equivalent ground stress, the first equivalent ground stress, the functional relationship between the first boundary stress of the fractured zone on the softened zone under the first equivalent ground stress and the first support strength required for the roadway space and the radius of the fractured zone, and the functional relationship between the second boundary stress of the fractured zone on the softened zone under the second equivalent ground stress and the second support strength required for the roadway space and the radius of the fractured zone, the first surrounding rock-support mutual feedback balance curve under the first equivalent ground stress and the second surrounding rock-support mutual feedback balance curve under the second equivalent ground stress; and an extension / retraction amount. A determining device is used to determine the support strength of the hydraulic support to the surrounding rock and the minimum extension required by the movable column in the hydraulic support column, based on the first surrounding rock-support mutual feedback balance curve, the second surrounding rock-support mutual feedback balance curve, and the stress of the anchoring support of the roadway; a residual impulse energy determining device is used to determine the residual impulse energy that the hydraulic support needs to absorb, based on the damage variables of coal and rock in the softened zone and the fractured zone of the surrounding rock, the radius of the fractured zone, the radius of the softened zone, the most dangerous micro-seismic magnitude, the distance from the most dangerous micro-seismic source to the failure point of the roadway, the equivalent radius of the roadway space, and the energy consumption of the anchoring support; and a hydraulic support determining device is used to determine the hydraulic support that matches the roadway, based on the support strength of the hydraulic support to the surrounding rock, the residual impulse energy that the hydraulic support needs to absorb, and the minimum extension required by the movable column in the column.

[0020] The selection system for hydraulic supports described above has the same advantages over existing technologies as the selection method for hydraulic supports described above, and will not be repeated here.

[0021] A third aspect of the present invention provides a computer-readable storage medium storing a computer program that, when executed by a processor, implements the above-described method for selecting hydraulic supports.

[0022] Other features and advantages of the embodiments of the present invention will be described in detail in the following detailed description section. Attached Figure Description

[0023] The accompanying drawings are provided to further illustrate embodiments of the present invention and form part of the specification. They are used together with the following detailed description to explain the embodiments of the present invention, but do not constitute a limitation thereof. In the drawings:

[0024] Figure 1This is a schematic diagram illustrating the energy transfer process of rockburst in a mine roadway under high-energy mine seismic disturbance.

[0025] Figure 2 This is a flowchart of a method for determining support strength according to an embodiment of the present invention;

[0026] Figure 3 This is a schematic diagram of the working face and the range of its advanced stress concentration zone;

[0027] Figure 4 This is a schematic diagram of the peak value of mining-induced stress in the surrounding rock and the distribution of stress in the original rock.

[0028] Figure 5 This is a flowchart of determining the first surrounding rock-support mutual feedback equilibrium curve under the first equivalent geostress, according to an embodiment of the present invention.

[0029] Figure 6 This is a Type I curve of the mutual feedback balance characteristics of the roadway "surrounding rock-support" provided in an embodiment of the present invention;

[0030] Figure 7 This is a Type II curve of the mutual feedback balance characteristics of the "surrounding rock-support" in an advanced roadway provided by an embodiment of the present invention;

[0031] Figure 8 This is a flowchart of a method for determining residual energy according to an embodiment of the present invention;

[0032] Figure 9 This is a flowchart of a selection method provided in an embodiment of the present invention; and

[0033] Figure 10 This is a curve showing the mutual feedback balance characteristics of the "surrounding rock-support" in a roadway under specific in-situ stress, provided by an embodiment of the present invention. Detailed Implementation

[0034] The specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings. It should be understood that the specific embodiments described herein are for illustration and explanation only and are not intended to limit the present invention.

[0035] The overall idea of ​​this invention is as follows: to establish a mechanical analysis model for the occurrence of rockburst in roadways, derive and plot the mutual feedback equilibrium equation and characteristic curve of the "surrounding rock-support" in roadways under the action of ground stress; based on this, determine whether there is an extreme point of dynamic instability in the roadway, and if so, further determine the magnitude of the critical support stress and its corresponding critical surrounding rock displacement, critical softening radius of the surrounding rock, and other parameters; calculate and determine the maximum energy released after the occurrence of rockburst in the roadway; and guide the selection of anti-rockburst hydraulic supports according to the design principle of anti-rockburst support strength and the principle of energy conservation.

[0036] The tunnel includes the surrounding rock and the tunnel space formed by the surrounding rock (equivalent radius ρ0), such as... Figure 1 As shown. The surrounding rock of the tunnel includes an elastic zone and a softened zone (radius ρ). p ) and the fractured zone (radius ρ) d ).,like Figure 1 As shown. Based on the disturbance response instability theory of rockburst, for a given coal and rock mass deformation system (roadway), under the action of the second equivalent in-situ stress P2 (or the first equivalent in-situ stress P1), the radius of the plastic softening zone (hereinafter referred to as the softening zone) is ρ. P2 (or ρ) P1 ),like Figure 4 As shown.

[0037] The following description uses two embodiments as examples, but is not limited to these two embodiments. First, the basic situation of the two embodiments is introduced. Then, by comparison, the process of determining the support strength, residual energy, and selecting the hydraulic support in the two embodiments is described in detail.

[0038] Example 1:

[0039] Under the action of mining at the working face (P1 = 24.76 MPa), there is no dynamic instability point in the surrounding rock near the roadway (the energy of the impact disaster is only the energy of the far-field disturbance source point).

[0040] The coal seam in a certain mine is a near-horizontal coal seam. The advance roadway of the working face to be supported by the anti-scour support is rectangular in cross-section, with a height of 3.2m and a cross-sectional width (i.e., roadway width) of 4.4m. The equivalent radius of the circumcircle of the rectangular roadway (i.e., the equivalent radius of the roadway space) is 2.7m (which can be determined below). There are 5 anchor cables in one row and 9 anchor bolts in one row. The active support of this roadway is anchor-mesh-cable support, which is used to enhance the roadway's anti-scour and anti-scour capabilities.

[0041] The equivalent radius ρ0 of the roadway space (e.g., the circumcircle radius of a rectangular roadway, ρ0 = 2.70 m) can be determined based on the main rock mechanics parameters of the surrounding rock. These rock mechanics parameters may include the uniaxial compressive strength σ. c =11.60MPa, elastic modulus E=2780MPa, coal and rock impact tendency index K=λ1 / E=1.10, residual modulus reduction λ2=14MPa, residual strength coefficient ξ=0.22, Poisson's ratio υ=0.25; where λ1 is the coal and rock softening modulus reduction (MPa). The main parameters of the roadway and its surrounding rock are detailed in Table 1.

[0042] Table 1. Main physical and mechanical parameters of the tunnel and its surrounding rock.

[0043]

[0044] Example 2:

[0045] During the mining process, under the action of mining-induced stress (P1 = 47.62 MPa), a dynamic instability point appeared in the surrounding rock near the roadway (the energy of the roadway surrounding rock impact disaster includes the energy of the far-field disturbance source point and the energy of the near-field surrounding rock dynamic instability).

[0046] The cross-section of the roadway in the 513 working face of a certain mine is nearly circular. The span (i.e., the width of the roadway space) of the coal seam mining roadway is 5.2m and the height is 3.8m.

[0047] (1) The original support form of the 513 outer working face.

[0048] The support system for the two roadways of the 513 outer working face is a combination of anchor mesh (cable) and frame support; three-section U-shaped steel frames are used, with two overlaps per frame, and four sets of clamps used at each overlap; a bottom arc sealing is also added, with four overlaps per U-shaped steel frame bottom arc, and four sets of clamps used at each overlap; the spacing between the frames in the coal roadway and the semi-coal-rock roadway is 500mm; the specifications of the side anchor bolts are φ22×2400mm, with a row spacing of 800×1000mm, and a total of 8 anchor bolts; the specifications of the roof anchor cables are φ21.6×8200mm, with a row spacing of 800×1000mm, and a total of 6 anchor cables.

[0049] (2) 513 outer section working face two roadway constant resistance anchor cable reinforcement support.

[0050] Before mining, high-preload, constant-resistance, large-deformation anchor cables were used to reinforce the 300m advance range of the transport and return air roadways in the outer section of the 513 working face. Simultaneously, grouting anchor cables were used to improve the overall self-bearing capacity of the surrounding rock, enabling it to adapt to large roadway deformations and thus enhancing its resistance to erosion. During mining, the roadway was advanced sequentially, ensuring a reinforced support distance of no less than 300m. Specifically, construction of the transport roadway began at the cut-out point and ended 20m outward from the intersection of the transport roadway and the material roadway; construction of the return air roadway also began at the cut-out point and ended 20m outward from the intersection of the return air roadway and the material roadway. Simultaneously, energy-absorbing and erosion-resistant supports were used to reinforce the 200m advance range of both roads during mining.

[0051] Based on the main rock mechanics parameters of the surrounding rock in the 513 working face mining roadway, the equivalent radius of the roadway space ρ0 = 2.59m can be determined; the rock physical and mechanical parameters may include the uniaxial compressive strength σ c =12.82MPa, elastic modulus E=2940MPa, coal and rock impact tendency index K=1.86, residual reduction modulus λ2=15, residual strength coefficient ξ=0.24, Poisson's ratio υ=0.25. Assuming that the pressure relief of the surrounding rock in the roadway only changes the magnitude of the mining-induced stress distribution and ignores the coupling effect between multiple anti-impact technologies, the main parameters of the roadway and its surrounding rock for the anti-impact support design of the 513 working face are detailed in Table 2.

[0052] Table 2. Main parameters of the mining roadway and surrounding rock of the 513 working face in a certain mine.

[0053]

[0054] Figure 2 This is a flowchart of a method for determining support strength according to an embodiment of the present invention. Figure 2 As shown, the determination method may include the following steps S201-S204.

[0055] Step S201: Determine the first equivalent in-situ stress of the roadway in the mining-affected area.

[0056] Among them, the non-mining-affected roadway refers to a roadway without the influence of mining, the mining-affected roadway refers to a roadway under the influence of mining, and the non-mining-affected roadway and the mining-affected roadway refer to the same roadway. The first equivalent ground stress P1 can be determined by any existing method (Example 1: as shown). Figure 4 Or as shown in Figure 6, P1 = 24.76 MPa; Example 2: As shown in Figure 6. Figure 7 As shown, P1 = 47.62 MPa.

[0057] Meanwhile, the determination method also includes: determining the second equivalent ground stress of the roadway in the non-mining influence zone.

[0058] Specifically, determining the first equivalent ground stress of the roadway in the mining-affected zone and the second equivalent ground stress of the roadway in the non-mining-affected zone may include the following three steps.

[0059] First, based on the original rock stress P0 and the uniaxial compressive strength σ of the coal and rock... c And the following formula (1-1) is used to determine the peak mining-induced stress P in the surrounding rock of the roadway in the non-mining-affected area. m ,

[0060]

[0061] Then, based on the peak value of the mining stress P m Rock pressure relief efficiency coefficient W drill The uniaxial compressive strength σ of the coal and rock c And the following formula (1-2) is used to determine the second equivalent ground stress (i.e., the equivalent ground stress of the roadway in the non-mining influence zone) P2.

[0062]

[0063] Finally, based on the peak value of the mining stress P m Rock pressure relief efficiency coefficient W drill The stress concentration factor λ of the roadway in the mining-affected zone. m The uniaxial compressive strength σ of the coal and rock cAnd the following formula (1-3) is used to determine the first equivalent ground stress (i.e., the equivalent ground stress P1 of the roadway in the mining influence zone).

[0064]

[0065] Of course, there is no particular order in the steps of determining the first equivalent geostress and the second equivalent geostress.

[0066] For Example 1: First, it can be achieved by using P0 = 14MPa and σ... c =11.60MPa (as shown in Table 1) and the above formula (1-1) determine the peak mining stress P in the surrounding rock of the roadway in the non-mining influence zone. m (like Figure 4 Or as shown in Figure 6, P m =23.9MPa). Then, combined with P m =23.9MPa, W drill =1 and σ c =11.60MPa (as shown in Table 1), the equivalent in-situ stress P2 of the roadway in the non-mining influence zone is determined using the above formula (1-2) (as shown in Table 1). Figure 4 Or as shown in Figure 6, P2 = P0 = 14 MPa). Finally, combining P m =23.9MPa, W drill =1, λ m =1.3138, σ c =11.60MPa and the above formula (1-3), determine the roadway in the mining impact zone (e.g. Figure 3 The equivalent ground stress P1 of the tunnel A shown is (e.g.) Figure 4 Or as shown in Figure 6, P1 = 24.76 MPa).

[0067] For Example 2, firstly, it can be achieved by using P0 = 42.27 MPa and σ c =12.82MPa (as shown in Table 1) and the above formula (1-1) determine the peak mining stress P in the surrounding rock of the roadway in the non-mining influence zone. m (like Figure 4 Or as shown in Figure 6, P m =66.61MPa). Then, combined with P m =66.61MPa, W drill =0.6057 and σ c =12.82MPa (as shown in Table 1), the equivalent in-situ stress P2 of the roadway in the non-mining influence zone is determined using the above formula (1-2) (as shown in Table 1). Figure 4 Or as shown in Figure 6, P2 = 24.76 MPa). Finally, combined with P m =66.61MPa, W drill =0.6057, λ m =1.85, σc =12.82MPa and the above formula (1-3), determine the roadway in the mining impact zone (such as Figure 3 The equivalent ground stress P1 of the tunnel A shown is (e.g.) Figure 7 As shown, P1 = 47.62 MPa). Step S202: Based on the system equation of the roadway, the functional relationship between the displacement of the surrounding rock and the radius of the fractured zone, the first equivalent in-situ stress, and the functional relationship between the first boundary stress of the fractured zone on the softened zone under the first equivalent in-situ stress and the first support strength required for the roadway space and the radius of the fractured zone, determine the first surrounding rock-support mutual feedback balance curve under the first equivalent in-situ stress.

[0068] Step S202: Based on the system equation of the roadway, the functional relationship between the displacement of the surrounding rock and the radius of the fractured zone, the first equivalent ground stress, and the functional relationship between the first boundary stress of the fractured zone on the softened zone under the first equivalent ground stress and the first support strength required for the roadway space and the radius of the fractured zone, determine the first surrounding rock-support mutual feedback balance curve under the first equivalent ground stress.

[0069] Regarding step S202, determining the first surrounding rock-support mutual feedback equilibrium curve under the first equivalent in-situ stress may include the following steps S501-S502, such as... Figure 5 As shown.

[0070] Step S501: Determine the first boundary stress corresponding to the first equivalent ground stress according to the system equation of the tunnel.

[0071] The system equations for the tunnel are as follows:

[0072]

[0073] Where m is an intermediate variable. The internal friction angle of the surrounding rock; p d-p P is the boundary stress (MPa) of the fractured zone to the softened zone (which can be equal to the first boundary stress); P is the ground stress at the location of the roadway (which can be equal to the first equivalent ground stress P1) (MPa). ρ d Let ρ be the radius of the fracture zone (m). p Let be the radius of the softened zone (m), and k be a constant. Equation (2) above shows that the boundary stress of the fractured zone on the softened zone changes with the change of ground stress. Specifically, the first equivalent ground stress P1 can be substituted into equation (2) to determine the corresponding first boundary stress.

[0074] Step S502: Determine the first surrounding rock-support mutual feedback balance curve based on the first boundary stress, the functional relationship between the first boundary stress and the first support strength and the radius of the fractured zone, and the functional relationship between the displacement of the surrounding rock of the roadway and the radius of the fractured zone.

[0075] The functional relationship between the displacement of the surrounding rock of the tunnel and the radius of the fractured zone is as follows:

[0076]

[0077] Among them, u a σ is the displacement (m) of the surrounding rock of the tunnel; c ρ is the uniaxial compressive strength; d ρ is the radius of the fractured zone of the surrounding rock (m); ρ0 is the equivalent radius of the roadway space (m); λ1 is the softening modulus of coal and rock (MPa); E is the elastic modulus of coal and rock (Gpa); and ξ is the residual strength coefficient.

[0078] First, determine the first boundary stress shown in equation (4) and the first support strength p required for the roadway space. sum With the radius ρ of the fractured zone d The functional relationship between the two:

[0079]

[0080] in, ρ0 is the equivalent radius of the tunnel space; p sum q represents the total support strength (MPa) of the support equipment within the roadway; q is an intermediate variable. The friction angle of the surrounding rock in the fractured zone is given by equation (4). Equation (4) shows that the required support strength of the roadway space changes with the boundary stress of the fractured zone on the softened zone.

[0081] Then, by combining the first boundary stress and simultaneously applying formulas (3)-(4), the first support strength p required for the roadway space with an equivalent radius ρ0 can be obtained. sum The displacement u of the surrounding rock of the tunnel a The functional relationship between them (not listed) (i.e., the first surrounding rock-support mutual feedback balance curve, such as...) Figure 6 The curve corresponding to P1 is shown. The curve corresponding to P1 indicates the relationship between the in-situ stress P1 and the first support strength p. sum Under the combined action of ρ, d The fracture zone with radius ρ p The softened area is in a state of equilibrium.

[0082] While performing step S202, the second surrounding rock-support mutual feedback equilibrium curve under the second equivalent in-situ stress can also be determined. The determination method may further include: determining the second surrounding rock-support mutual feedback equilibrium curve under the second equivalent in-situ stress based on the system equations of the roadway, the functional relationship between the displacement of the surrounding rock and the radius of the fractured zone, the second equivalent in-situ stress, and the functional relationship between the second boundary stress of the fractured zone on the softened zone under the second equivalent in-situ stress and the second support strength required for the space formed by the roadway and the radius of the fractured zone.

[0083] The determination of the second surrounding rock-support mutual feedback balance curve under the second equivalent in-situ stress may include: determining the second boundary stress corresponding to the second equivalent in-situ stress according to the system equation of the roadway; and determining the second surrounding rock-support mutual feedback balance curve according to the second boundary stress, the functional relationship between the second boundary stress and the second support strength required for the space formed by the roadway and the radius of the fractured zone, and the functional relationship between the displacement of the surrounding rock of the roadway and the radius of the fractured zone.

[0084] Specifically, the second boundary stress corresponding to the second equivalent ground stress, as shown in equation (2), can be determined. Here, P is the ground stress at the location of the roadway (which can be equal to the second equivalent ground stress P2) (MPa). Then, the second support strength p required for the space formed by the second boundary stress shown in equation (4) and the roadway is determined. sum With the radius ρ of the fractured zone d The functional relationship between the two. Finally, by combining the second boundary stress and formulas (3)-(4), the second support strength p required for the roadway space with equivalent radius ρ0 can be obtained. sum The displacement u of the surrounding rock of the tunnel a The functional relationship between them (not listed) (i.e., the second surrounding rock-support mutual feedback balance curve, such as...) Figure 6 The curve corresponding to P2 is shown. The curve corresponding to P2 indicates the relationship between the ground stress P2 and the second support strength p. sum Under the combined action of ρ, d The fracture zone with radius ρ p The softened area is in a state of equilibrium.

[0085] In other words, by combining equations (2), (3), and (4), the "surrounding rock-support" mutual feedback equilibrium curves under the control of the second equivalent ground stress P1 and the first equivalent ground stress P1 are plotted. Then, the existence of an extreme point S0 (as shown in Example 2) in the mutual feedback equilibrium curve of the surrounding rock-support under the control of the first equivalent ground stress P1 is determined through the following step S203. Figure 7As shown): If there is no extreme point S0 of dynamic instability, it is called the Type I curve of the roadway "surrounding rock-support" mutual feedback balance characteristic (as shown in Example 1). Figure 6 As shown), for example, the working face roadway with a rectangular cross-section in Example 1 does not have extreme points, and the anti-scour support design must consider the effect of far-field disturbance sources; otherwise, it is called a Type II curve (as shown in Example 2). Figure 7 As shown in the figure, for example, in the mining roadway of the 513 working face of a certain mine in Example 2, there is an extreme point. The anti-scour support design must take into account not only the impact of the surrounding rock in the near field, but also the superposition of the disturbance effect of the seismic load and energy in the far field.

[0086] Step S203: Determine the first support balance point of the first surrounding rock-support mutual feedback balance curve.

[0087] For step S203, determining the first support balance point of the first surrounding rock-support mutual feedback balance curve may include either of the following two cases.

[0088] Case 1 (Example 1): When there is no extreme point in the first surrounding rock-support mutual feedback balance curve, the first support balance point is determined by using the surrounding rock delamination control condition based on the first surrounding rock-support mutual feedback balance curve.

[0089] The surrounding rock delamination control condition may include: the displacement of the surrounding rock in the roadway is less than or equal to a preset percentage of the equivalent radius of the roadway space. Specifically, the preset percentage may be any one of 0-6% (or any one of 0-9%).

[0090] Case 2 (Example 2): When there is an extreme point in the first surrounding rock-support mutual feedback balance curve, the extreme point of the first surrounding rock-support mutual feedback balance curve is determined as the first support balance point.

[0091] Next, the second support balance point of the second surrounding rock-support mutual feedback balance curve can be determined based on the first support balance point.

[0092] The determination method may further include: determining the second support balance point of the second surrounding rock-support mutual feedback balance curve. Accordingly, determining the second support balance point of the second surrounding rock-support mutual feedback balance curve includes: determining the second support balance point based on the ordinate of the first support balance point and the second surrounding rock-support mutual feedback balance curve. Wherein, the ordinate of the first support balance point is equal to the ordinate of the second support balance point.

[0093] The following describes the specific process of determining the first and second support balance points for the two scenarios described above.

[0094] For Case 1 (Example 1): If the rock-support mutual feedback equilibrium curve under the control of the first equivalent in-situ stress P1 does not have an extreme point S0 that characterizes the rock-support impact instability of the roadway (e.g. Figure 6 As shown, for a type I curve (i.e., the roadway does not have the possibility of dynamic instability under high static load conditions), and if the abscissa (displacement of the surrounding rock) of a certain point N1 on the first surrounding rock-support mutual feedback balance curve meets the surrounding rock delamination control conditions (e.g., the preset ratio is 4.18%), then the point N1 (u2 = 0.1129m, p) is determined. sum =0.43949MPa) is the first support equilibrium point. Then, since the ordinate of the first support equilibrium point is equal to the ordinate of the second support equilibrium point, the second support equilibrium point N0 (u1 = 0.03773m, p) can be determined. sum =0.43949MPa).

[0095] For case two (example two): If the rock-support mutual feedback equilibrium curve under the control of the first equivalent ground stress P1 has an extreme point S0 that characterizes the rock-support impact instability of the roadway (e.g. Figure 7 As shown in the figure, for a Type II curve (i.e., the roadway has the possibility of dynamic instability under high static load conditions), the extreme point S0 (0.57m, 0.68MPa) is determined as the first support equilibrium point. Then, since the ordinate of the first support equilibrium point is equal to the ordinate of the second support equilibrium point, the second support equilibrium point N0 (0.08m, 0.68MPa) can be determined.

[0096] Step S204: Determine the support strength of the hydraulic support to be selected for the surrounding rock based on the first support balance point and the stress of the anchor support of the roadway.

[0097] The ordinate p of the first support balance point can be used as a reference. sum The stress p of the anchorage support of the roadway bolt The support strength p is determined by the following formula (5). s-static :

[0098] p s-static =(p sum -ω1p bolt ) / ω2, (5)

[0099] Where ω1 and ω2 are the coordination coefficients of the anchorage support and the hydraulic support strength, respectively. Furthermore, the constant resistance support strength of the hydraulic support during suction displacement initiation can be determined as p. s-dyn =mp s -static, m is the gain coefficient of the energy absorber support resistance (m can range from 1.0 to 1.5, and here it can be 1.3). Specifically, p s-dyn =1.3×0.3619=0.47047MPa.

[0100] Specifically, for Figure 6 The rock-support feedback balance curve (Type I curve) shown can be used to determine the support strength p. s-static It is 0.3619 MPa; while for Figure 7 The rock-support feedback balance curve (Type II curve) shown can be used to determine the support strength p. s-static The value is 0.27 MPa.

[0101] In Example 1, although no dynamic instability point exists in the surrounding rock near the roadway under P1 = 24.76 MPa, an instability point will appear if P1 increases to a certain value. The specific determination process is the same as that for the corresponding instability point in Example 2. In Example 2, a dynamic instability point (i.e., the first instability point) appears in the surrounding rock near the roadway under P1 = 47.62 MPa. As the in-situ stress P1 increases to a certain value (e.g., P3), a new instability point (i.e., the second instability point) will appear. Figure 10 As shown, the specific determination process is the same as the process for determining the corresponding instability point in Example 2.

[0102] In summary, this invention creatively determines the first rock-support mutual feedback balance curve under the first equivalent ground stress based on the system equation of the roadway, the functional relationship between the displacement of the surrounding rock and the radius of the fractured zone, the first equivalent ground stress, and the functional relationship between the first boundary stress of the fractured zone on the softened zone under the first equivalent ground stress and the first support strength required for the roadway space and the radius of the fractured zone; determines the first support balance point of the first rock-support mutual feedback balance curve; and determines the support strength of the selected hydraulic support for the surrounding rock based on the first support balance point and the stress of the roadway's anchor support. This invention considers the loading effect of the working face's mining on the advance roadway, and can quantitatively determine the deformation coordination response and mutual feedback balance relationship between the surrounding rock and the support in a roadway prone to rockburst. Therefore, the support strength of the selected hydraulic support for the surrounding rock can be accurately determined, and parametric selection of the roadway's anti-rockburst hydraulic support can be achieved based on the support strength.

[0103] Engineering practice has shown that high-strength roadway support increases the critical load for the initiation of rockbursts, making them less likely to occur or increasing the difficulty of their occurrence. Therefore, roadway support design technology, which focuses on the prevention and control of rockbursts before their initiation, has naturally become an important aspect of rockburst prevention and control in coal mines.

[0104] An embodiment of the present invention also provides a method for selecting a hydraulic support. The selection method may include: determining a first support balance point, a second support balance point, and the support strength of the hydraulic support to be selected for the surrounding rock according to the method for determining support strength; determining the minimum extension / retraction required of the movable column in the upright of the hydraulic support based on the first support balance point and the second support balance point; and determining the hydraulic support that matches the roadway based on the support strength of the hydraulic support for the surrounding rock and the minimum extension / retraction required of the movable column in the upright.

[0105] Specifically, for Embodiment 1, the minimum extension / retraction amount required for the movable column in the support column can be determined based on the abscissa u1 of the second support balance point N0 and the abscissa u2 of the first support balance point N1: L min =2(u2-u1)=2×(0.1129m-0.03773m)=150.34mm. For Example 2, the abscissa u of the second support balance point N0 can be used as a reference. a1 The x-coordinate u of the first support balance point S0 a2 The minimum expansion / contraction required for the movable column in the column can be determined as: L min =2(u a2 -u a1 )=2×(0.57m-0.08m)=980mm.

[0106] The determination of the hydraulic support that matches the roadway may include: determining the static working load and absorption displacement resistance required for the hydraulic support to prevent erosion based on the support strength of the hydraulic support for the surrounding rock; and selecting the model of the hydraulic support based on the static working load and absorption displacement resistance required for the hydraulic support to prevent erosion and the minimum extension amount required for the piston in the column.

[0107] Specifically, based on the support strength p of the hydraulic support for the surrounding rock... s-static The distance l0 between any two adjacent hydraulic supports, the width B of the tunnel, and F s-static =l0Bp s-static Determine the static working load F required for the hydraulic support to resist impact. s-static Then, based on the static working load F required for the hydraulic support's anti-impact... s-static and F s-dny =mF s-static The suction displacement resistance F required for the hydraulic support to prevent impact can be determined. s-dny .

[0108] For a two-column, guide-rod-type unit-type energy-absorbing and shock-resistant hydraulic support, the distance between any two adjacent hydraulic supports is l0 = 2.5m, the roadway width is B = 4.4m, and the support strength p of the hydraulic support for the surrounding rock is considered. s-static = 0.3619 MPa (for the roadway in Example 1), calculate the static working load F required for the support to prevent impact. s-static =3980.9kN; and the suction displacement resistance F required for the hydraulic support to prevent impact. s-dny =mF s-static =1.3×3980.9kN=5175.17kN.

[0109] According to Table 3, the working resistance F of the hydraulic support is... w The resistance is 3300kN and the absorption capacity is F. n It is 3750kN. This is due to the static working load (F) required for the support's impact resistance. s-static =3980.9kN) is greater than the working resistance (F) of the hydraulic support. w =3300kN) and the suction displacement resistance (F) required for the hydraulic support to prevent impact. s-dny =5175.17kN) is greater than the suction displacement resistance (F) of the hydraulic support. n =3750kN), therefore, it can be concluded that the two-column guide rod unit type energy-absorbing and anti-impact hydraulic support cannot meet the current energy-absorbing and anti-impact requirements of the roadway.

[0110] Table 3. Parameters of Two-Column Guide Rod Unit-Type Energy-Absorbing Hydraulic Support

[0111]

[0112] For a two-column, guide-rod-less, unit-type energy-absorbing and shock-resistant hydraulic support, the distance between any two adjacent hydraulic supports is l0 = 2.4m, the roadway width is B = 4.4m, and the support strength p of the hydraulic support for the surrounding rock is considered. s-static =0.3619MPa (for the roadway in Example 1), calculate the static working load F required for the support to prevent impact. s-static =3821.7kN; and the suction displacement resistance F required for the hydraulic support to prevent impact. s-dny =mF s-static =1.3×3821.7kN=4968.21kN.

[0113] According to Table 4, the working resistance F of the hydraulic support is... w The resistance is 4000kN and the absorption capacity is F. n The static working load (F) required for the support to resist impact is 6000kN. s-static =3821.7kN) is less than the working resistance (F) of the hydraulic support. w=4000kN) and the suction displacement resistance (F) required for the hydraulic support to prevent impact. s-dny =4968.21kN) is less than the suction displacement resistance (F) of the hydraulic support. n =6000kN), therefore, it can be concluded that the two-column guide rod-less unit type energy-absorbing and anti-impact hydraulic support can meet the current energy-absorbing and anti-impact requirements of the roadway.

[0114] According to Table 4, the piston relief stroke L... sta It is 1900mm. This is because the minimum expansion / contraction required for the movable column in the column (L) is... min =150.34mm) is less than the piston relief stroke (L) sta =1900mm). The above criteria show that the two-column, guide rodless unit-type energy-absorbing and anti-impact hydraulic support meets the current requirements for roadway anti-impact and energy absorption in terms of working resistance for impact clearance, clearance resistance for energy absorption, and piston clearance stroke.

[0115] Table 4. Parameters of Two-Column, Guide Rod-less Unitary Energy-Absorbing Hydraulic Support

[0116]

[0117] For portal-type energy-absorbing and shock-resistant hydraulic supports, the distance between any two adjacent hydraulic supports is l0 = 5m, the roadway width is B = 5.2m, and the support strength p of the hydraulic supports for the surrounding rock is considered. s-static =0.27MPa (for the roadway in Example 2), calculate the static working load F required for the support to prevent impact. s-static =7020kN. The working resistance F of the gantry crane. w-static The static working load (F) required for the support to resist impact is 6600kN. s-static =7020kN) is greater than the working resistance of the gantry crane (F) w-static =6600kN). The above criteria indicate that using a portal energy-absorbing support alone cannot meet the resistance requirements of scour protection.

[0118] Furthermore, for the combination of portal-type energy-absorbing hydraulic supports and stack-type energy-absorbing supports (e.g., the applicability of stack-type support support in the design of portal-type supports for impact resistance, which can be called a support combination), similarly, the static working load F required for the support to resist impact can be calculated. s-static =7020kN. Working resistance F of the gantry crane. w-static1 The working resistance F of the stacked support is 6600kN. w-static2 The static working load (F) required for the support to resist impact is 4000kN. s-static =7020kN) is less than the total working resistance (F) of the portal frame and the stacked frame. w-static =10600kN).

[0119] Therefore, the above-mentioned combined support design meets the strength and impact resistance requirements, and also provides an impact resistance safety factor N. s =F w-static / F s-static =1.51.

[0120] For the combination of gantry-type energy-absorbing and shock-absorbing hydraulic supports and stack-type energy-absorbing supports (i.e., support assembly), the piston relief stroke L sta The value is 1300mm. To ensure the impact energy absorption stroke, the pressure relief stroke of the support column piston under static pressure is checked to see if it meets the large deformation of the roadway under static pressure. The criterion is as follows: Due to the minimum extension / retraction required by the piston in the column (L) min =980mm) is less than the piston relief stroke (L) sta =1300mm), as shown in Table 5. The above criteria show that the combination of portal-type energy-absorbing and anti-impact hydraulic supports and stack-type energy-absorbing supports meets the current requirements for roadway anti-impact and energy absorption in terms of working resistance for impact clearance, clearance resistance for energy absorption, and piston clearance stroke.

[0121] Table 5. Design parameters for support and anti-scour safety factor of mining roadways

[0122] Serial Number Tunnel support parameters symbol unit Calculated value 1 <![CDATA[Support stress at the instability point S0]]> <![CDATA[P scr ]]> MPa 0.68 2 <![CDATA[Inward displacement of the roadway rib at the instability point S0]]> <![CDATA[u a2 ]]> m 0.57 3 <![CDATA[In-situ displacement of the rib at the balance point N0]]> <![CDATA[u a1 ]]> m 0.08 4 Anchoring and O-ring support strength <![CDATA[P other ]]> MPa 0.39 5 Support strength under static pressure <![CDATA[p s-static ]]> MPa 0.27 6 Anchor-mesh-cable support coordination coefficient <![CDATA[ω1]]> — 1.20 7 Hydraulic support coordination coefficient <![CDATA[ω2]]> — 0.80 8 Minimum displacement of piston under static load <![CDATA[L min ]]> m 0.98 9 radius of critical fracture zone for surrounding rock instability <![CDATA[ρ dcr ]]> m 16.32 10 radius of critical softening zone for surrounding rock instability <![CDATA[ρ pcr ]]> m 19.37 11 Energy consumption in the softening and fracturing zone of surrounding rock <![CDATA[E rock ]]> J / m 4.11E+06 12 Energy absorption by a single ordinary anchor bolt <![CDATA[E ubolt ]]> J 2.08E+04 13 Energy absorption by a single ordinary anchor cable <![CDATA[E ucable ]]> J 1.28E+05 14 Energy absorption by a single constant resistance anchor cable <![CDATA[E ubolt-con ]]> J 5.25E+04 15 Energy absorption per meter of tunnel anchorage support <![CDATA[E bolt-cable ]]> J / m 4.71E+05 16 Most dangerous energy release magnitude <![CDATA[ML max ]]> — 2.27 17 The most dangerous release of energy <![CDATA[E max ]]> J 7.7E+07 18 Vibration energy per meter of tunnel surrounding rock <![CDATA[E c ]]> J / m 9.44E+05 19 Energy release from surrounding rock in the limit equilibrium zone <![CDATA[E cr ]]> J / m 3.84E+06 20 Commonly used rack spacing <![CDATA[l0]]> m 5.00 21 Roadway support width B m 5.20 22 Minimum static resistance of the support <![CDATA[F s-static ]]> kN 7020 23 Working resistance of the candidate support <![CDATA[F w-static ]]> kN 10600 24 Residual impulse energy of surrounding rock <![CDATA[E residual ]]> J / m 2.03E+05 25 Energy absorption required for tunnel supports <![CDATA[E supp location]]> J 1.02E+06 26 Total energy absorbed by candidate stents <![CDATA[E imp ]]> J 1.66E+06 27 Minimum clearance stroke of energy absorber <![CDATA[L str ]]> m 0.74 28 Minimum shrinkage of the piston column <![CDATA[L min ]]> m 0.98 29 Impact resistance safety factor <![CDATA[N s ]]> — 1.51 30 Anti-impact safety factor <![CDATA[N e ]]> — 1.63

[0123] The selection method further includes: determining the extension amount of the piston in the column based on the selected hydraulic support model and the height of the roadway; determining the stiffness of the selected hydraulic support based on the extension amount of the piston in the column; and determining the timing of the initial support based on the initial support force, working resistance, stiffness, and the second support balance point of the selected hydraulic support.

[0124] Specifically, based on the model of the two-column, guide-rod-less unit-type anti-impact support, the support height (e.g., 2.6m) is determined; the determined support height (e.g., 2.6m) is subtracted from the roadway height H = 3.2m to be supported, to obtain the live column extension h = 0.6m; further, based on the live column extension h = 0.6m, the support stiffness K can be determined. support =2.33×10 7 N / m; combined with the initial support force F of the support. initiate =3090kN (see Table 4 for details), the working resistance F of the support w The stiffness value K of the support support The abscissa of the second support equilibrium point (i.e., the displacement of the surrounding rock in the roadway corresponding to the equilibrium point N0 of the support under the action of the second equivalent in-situ stress P2) u1 and the following formula are used to determine the timing of the initial support (i.e., the initial support surrounding rock approach amount) u0.

[0125]

[0126] Similarly, the mean stiffness K of the support assembly can be determined. support Equals 2.33 × 10 7 N / m; initial support force F combined with the support structure initiate =8070kN, working resistance F of the support assembly w-static Stiffness value K of the combination with the support support The abscissa of the second support equilibrium point (i.e., the displacement of the surrounding rock in the roadway corresponding to the equilibrium point N0 of the support under the action of the second equivalent in-situ stress P2) u a1 The following formula is used to determine the timing of the initial support, i.e., the initial support surrounding rock approach amount u. a0 :

[0127]

[0128] An embodiment of the present invention also provides a system for determining support strength. The system may include: a stress determining device for determining the second equivalent ground stress of a roadway in a non-mining-affected zone and the first equivalent ground stress of a roadway in a mining-affected zone; a balance curve determining device for determining a first surrounding rock-support mutual feedback balance curve under the first equivalent ground stress based on the roadway's system equation, the functional relationship between the displacement of the surrounding rock and the radius of the fractured zone, the first equivalent ground stress, and the functional relationship between the first boundary stress of the fractured zone on the softened zone under the first equivalent ground stress and the first support strength required for the roadway space and the radius of the fractured zone; a balance point determining device for determining the first support balance point of the first surrounding rock-support mutual feedback balance curve; and a support strength determining device for determining the support strength of the selected hydraulic support for the surrounding rock based on the first support balance point and the stress of the roadway's anchor support.

[0129] Preferably, the equilibrium point determining device is used to determine the first support equilibrium point of the first surrounding rock-support mutual feedback equilibrium curve by: determining the first support equilibrium point based on the first surrounding rock-support mutual feedback equilibrium curve and using surrounding rock delamination control conditions when there is no extreme point in the first surrounding rock-support mutual feedback equilibrium curve; or determining the extreme point of the first surrounding rock-support mutual feedback equilibrium curve as the first support equilibrium point when there is an extreme point in the first surrounding rock-support mutual feedback equilibrium curve.

[0130] Preferably, the balance point determining device is further configured to determine the second support balance point of the second surrounding rock-support mutual feedback balance curve. Accordingly, determining the second support balance point of the second surrounding rock-support mutual feedback balance curve includes: determining the second support balance point based on the ordinate of the first support balance point and the second surrounding rock-support mutual feedback balance curve, wherein the ordinate of the first support balance point is equal to the ordinate of the second support balance point.

[0131] For specific details and benefits of the support strength determination system provided by the present invention, please refer to the above description of the support strength determination method, which will not be repeated here.

[0132] An embodiment of the present invention also provides a hydraulic support selection system. The selection system may include: a support strength determination system for determining a first support balance point, a second support balance point, and the support strength of the hydraulic support to be selected for the surrounding rock; a telescoping amount determination device for determining the minimum telescoping amount required for the movable column in the upright of the hydraulic support based on the first support balance point and the second support balance point; and a hydraulic support determination device for determining the hydraulic support that matches the roadway based on the support strength of the hydraulic support for the surrounding rock and the minimum telescoping amount required for the movable column in the upright.

[0133] For specific details and benefits of the hydraulic support selection system provided by this invention, please refer to the above description of the hydraulic support selection method, which will not be repeated here.

[0134] In summary, this invention creatively determines the first support balance point, the second support balance point, and the support strength of the hydraulic support to be selected for the surrounding rock based on the aforementioned method for determining support strength; based on the first and second support balance points, it determines the minimum extension / retraction required of the movable column in the hydraulic support's uprights; and then, based on the support strength of the hydraulic support for the surrounding rock and the minimum extension / retraction required of the movable column in the uprights, it determines the hydraulic support that matches the roadway. This invention can achieve precise selection of roadway anti-scour hydraulic supports based on the quantitative support strength required by the surrounding rock.

[0135] Existing energy-absorbing and anti-rockburst support design methods directly regard the maximum or dangerous energy value in far-field micro-seismic events of roadways as the essence of rockburst, and regard the attenuated vibration energy in the far field as the total energy released by rockburst. This ignores the energy released by the instability of the surrounding rock in the near-field roadway limit equilibrium zone, resulting in an underestimation of the rockburst energy release.

[0136] Figure 8 This is a flowchart of a method for determining residual charge energy according to an embodiment of the present invention. Figure 8 As shown, the determination method may include the following steps S801-S804.

[0137] Before performing step S801, the determination method may further include: determining the radius of the fractured zone and the radius of the softened zone based on the system equation of the roadway, the first equivalent ground stress, the disturbance response instability criterion, the damage variables of coal and rock in the elastic zone of the surrounding rock, the damage variables of coal and rock in the softened zone and the damage variables of coal and rock in the fractured zone.

[0138] Specifically, based on the system equation of the roadway shown in equation (3), the first equivalent ground stress, the disturbance response instability criterion shown in equation (6), and the damage variables D0, D1, and D2 of the coal and rock in the elastic zone, as shown in equation (7) from top to bottom, the radius ρ of the fractured zone can be determined. d With the radius ρ of the softened region P .

[0139]

[0140]

[0141] Where ρ is the radius of the surrounding rock of the tunnel (m); γ is an intermediate variable, γ=λ2 / E+(1-ξ)λ2 / λ1+ξ. The formula (6) can be used to obtain... For example, targeting Figure 6 For the roadway corresponding to the type I curve shown, the radius ρ of the fractured zone of the surrounding rock under the first equivalent in-situ stress P1 can be calculated. d =7.9m, radius of softened zone ρ p =10.87m.

[0142] Alternatively, the aforementioned radii (e.g., the radius of the fractured zone and the radius of the softened zone) can be determined according to existing methods.

[0143] Step S801: Determine the total energy consumption of the resistance zone of the surrounding rock based on the damage variables of coal and rock in the softened zone and the fractured zone of the surrounding rock of the roadway, the equivalent radius of the roadway space, the radius of the fractured zone and the radius of the softened zone.

[0144] The resistance zone includes a breakage zone and a softening zone.

[0145] Specifically, this can be determined based on the damage variables D1 and D2 of the coal and rock in the softened zone and the coal and rock in the fractured zone, the equivalent radius ρ0 of the roadway space, and the radius ρ of the fractured zone. d With the radius ρ of the softened zone p And the following equation (8) (i.e., the minimum energy principle of coal and rock dynamic failure) is used to determine the total energy consumption E of the resistance zone of the surrounding rock. rock :

[0146]

[0147] Where, σ c ξ is the uniaxial compressive strength of coal and rock; ξ is the residual strength coefficient; λ2 is the residual modulus reduction; and λ1 is the modulus reduction due to coal and rock softening.

[0148] against Figure 6The tunnel corresponding to the type I curve shown (Example 1) can be used to determine the total energy consumption E of the resistance zone of the surrounding rock. rock It is 0.319856 MJ / m; for Figure 7 The tunnel corresponding to the Type II curve shown (Example 2) can be used to determine the total energy consumption E of the resistance zone of the surrounding rock. rock = 4.11 MJ / m.

[0149] This step can quantitatively estimate the spatial range of the surrounding rock resistance zone when the impact is initiated, thereby accurately estimating the energy dissipated by the surrounding rock, which can greatly improve the stability of the roadway.

[0150] Step S802: Determine the kinetic energy generated by the impact in the resistance zone based on the magnitude of the most dangerous microseismic event, the distance from the source of the most dangerous microseismic event to the failure point of the roadway, the radius of the softened zone, the equivalent radius of the roadway space, and the average density of coal and rock in the resistance zone.

[0151] For step S802, determining the kinetic energy generated by the impact in the resistance zone may include: determining the impact velocity of the coal and rock in the resistance zone when the rockburst occurs, based on the magnitude of the most dangerous microseismic event, the distance from the source of the most dangerous microseismic event to the failure point of the roadway, the radius of the softened zone, and the equivalent radius of the roadway space; determining the mass of the coal and rock in the resistance zone, based on the radius of the softened zone, the equivalent radius of the roadway space, and the average density of the coal and rock in the resistance zone; and determining the kinetic energy generated by the impact in the resistance zone, based on the impact velocity and the mass of the coal and rock in the resistance zone.

[0152] Specifically, identify the most dangerous historical impact event (the maximum energy among equivalent impact events at the same epicentral distance) near the working face of the roadway to be designed, and record the most dangerous microseismic magnitude as ML. max And the distance L0 from the most dangerous microseismic source to the point of failure in the roadway.

[0153] Then, based on the radius of the softened zone and the equivalent radius of the roadway space, the thickness of the resistance zone L1 = ρ is determined. p -ρ0. And according to the following formula (9), the peak vibration velocity v′ of the surrounding rock particles at the outer boundary of the softened zone during the rockburst is calculated.

[0154] lg[(L0-L1)v′]=3.95+0.57ML max (9) Given the peak vibration velocity v′, the impact velocity of coal and rock in the resistance zone is v = 2v′.

[0155] Next, based on the radius ρ of the softened region p The equivalent radius ρ0 of the roadway space, and the average density ρ of the coal and rock within the resistance zone. c and Determine the mass M of the coal and rock within the resistance zone of the surrounding rock per unit length of roadway.

[0156] Finally, based on the impact velocity v, the mass M of the coal and rock in the resistance zone, and Determine the kinetic energy E generated by the impact in the resistance zone. c .

[0157] In Example 1, the energy E of the most dangerous far-field induced shock source was monitored using a microseismic monitoring system. max =1.7×10 7 J, the micro-seismic magnitude ML is obtained by converting the micro-seismic magnitude with energy. max ≈2.81 magnitude. The distance from the most dangerous induced seismic source to the limit equilibrium zone of the surrounding rock in the roadway is L0-L1=30.84m, using the relationship lg[(L0-L1)v′]=3.95+0.57ML max The calculations show that when the induced impact energy reaches the limit equilibrium zone of the roadway, the peak velocity of the surrounding rock particles at the outer boundary of the softened coal-rock zone is approximately v′≈1.15 m / s. The impact velocity within the softened zone of the roadway is taken as v=2v′=2.3 m / s; the density of the coal-rock is taken as ρ. c =1.35×10 3 kg / m 3 The mass of coal and rock in the resistance zone per unit length of roadway, M, is: Based on this, it is possible to obtain

[0158] In Example 2, the far-field most dangerous induced shock source energy E, monitored by the microseismic monitoring system, was used. max =7.7×10 7 J, the micro-seismic magnitude ML is obtained by converting the micro-seismic magnitude with energy. max ≈2.27 magnitude. The distance from the most dangerous induced seismic source to the limit equilibrium zone of the surrounding rock in the roadway is L0-L1=32m, using the relationship lg[(L0-L1)v′]=3.95+0.57ML max The calculated peak velocity of the surrounding rock particles at the outer boundary of the softened coal-rock zone at the point where the induced impact energy reaches the limit equilibrium zone of the roadway is v′≈0.55m / s. The impact velocity within the softened zone of the roadway is taken as v=2v′=1.10m / s; the coal-rock density ρ is taken as... c 1.35×10 3 kg / m 3 The mass of coal and rock thrown in the resistance zone per unit length of roadway Based on this, the energy of near-field coal and rock ejection caused by far-field dynamic load per unit length of roadway can be obtained as follows:

[0159] Step S803: Determine the stable state of the roadway under the first equivalent ground stress.

[0160] Wherein, the first equivalent ground stress is the equivalent ground stress experienced by roadway A in the mining influence zone of the roadway, such as... Figure 4 Or P1 as shown in 6.

[0161] For step S803, determining the stability state of the roadway under the first equivalent ground stress (i.e., whether the roadway is likely to become unstable under high static load conditions) may include: determining the rock-support mutual feedback equilibrium curve under the first equivalent ground stress based on the system equation of the roadway, the functional relationship between the displacement of the surrounding rock and the radius of the fractured zone, the first equivalent ground stress, and the functional relationship between the boundary stress of the fractured zone to the softened zone under the first equivalent ground stress and the support strength required for the roadway space and the radius of the fractured zone; and determining the stability state of the roadway under the first equivalent ground stress by the following means: if there is no extreme point in the rock-support mutual feedback equilibrium curve, determining that the roadway is not unstable under the first equivalent ground stress; or if there is an extreme point in the rock-support mutual feedback equilibrium curve, determining that the roadway is unstable under the first equivalent ground stress.

[0162] The determination of the rock-support mutual feedback balance curve under the first equivalent ground stress includes: determining the functional relationship between the first equivalent ground stress and the boundary stress according to the system equation of the roadway; and determining the rock-support mutual feedback balance curve according to the functional relationship between the first equivalent ground stress and the boundary stress, the functional relationship between the boundary stress and the support strength and the radius of the fractured zone, and the functional relationship between the displacement of the surrounding rock and the radius of the fractured zone of the roadway.

[0163] For details on the two processes described above, please refer to the determination of whether the extreme point S0 exists in the above text.

[0164] Step S804: Based on the stability state of the roadway under the first equivalent ground stress, the kinetic energy generated by the impact in the resistance zone, the total energy consumption in the resistance zone, and the energy consumption of the anchoring support in the roadway, determine the remaining impact energy that the selected hydraulic support needs to absorb.

[0165] Based on the stability of the roadway under high static load conditions, the following two cases will be discussed.

[0166] Case 1 (Example 1): When the roadway does not have an unstable state under the first equivalent ground stress, determining the remaining impact energy may include: subtracting the sum of the total energy dissipation of the resistance zone and the energy dissipation of the anchor support from the kinetic energy generated by the impact of the resistance zone to obtain the remaining impact energy.

[0167] First, we will introduce how to estimate the energy consumption of anchorage support (e.g., the energy consumption E of anchorage support per meter of roadway). bolt-cable The process of ).

[0168] For example, the anchor bolts used in the roadway are φ20×2500mm threaded steel anchor bolts (based on yield strength σ). s ≥380MPa, elongation δ g (≥15% calculation). The energy absorption capacity of an anchor bolt can be calculated based on its yield strength and elongation: Energy absorption capacity of a single anchor bolt E ubolt =πφ 2 σ s δl bolt / 4=31.32kJ, where, l bolt The effective energy absorption length of the anchor bolt is 1750mm.

[0169] The anchor cables used in the roadway are steel strands with a diameter of φ = 18.9 mm (based on yield strength σ). s ≥1820MPa, elongation δ s ≥5%), the length of the anchor cables supporting the roof and both sides is 10.50m. The energy absorption capacity of the anchor cables is calculated based on their yield strength and elongation, and the energy absorption of a single anchor cable is E. ucable =πφ 2 σ s δl cable / 4=186.29kJ, where l cable This is the effective energy absorption length of the anchor cable.

[0170] Based on this, it can be estimated In the formula, N represents the number of anchor bolts in a row across the tunnel cross-section, and M represents the number of anchor cables in a row; S cable S represents the anchor bolt spacing. cable η is the anchor cable spacing; bolt The energy absorption efficiency of the anchor bolt. η cable For anchor cable energy absorption efficiency,

[0171] For the case where the roadway has no possibility of instability under the first equivalent in-situ stress, only the far-field disturbance energy needs to be considered (i.e., for roadways where the surrounding rock does not have a dynamic instability extreme point under the first equivalent in-situ stress condition, only the impact energy of the far-field disturbance on the hydraulic support is considered as the rockburst damage energy). After the energy is dissipated by the resistance zone and the anchor body, the remaining impact energy E that the hydraulic support needs to absorb is... residual =E c -E bolt-cable -E rock =0.2845MJ / m.

[0172] Case 2 (Example 2): When the roadway is in an unstable state under the first equivalent ground stress, determining the remaining impact energy may include: determining the released energy of the elastic zone based on the first equivalent ground stress, the ordinate of the extreme point of the rock-support mutual feedback balance curve, and the energy release rate of the elastic zone of the surrounding rock; and subtracting the sum of the total energy consumption of the resistance zone and the energy consumption of the anchor support from the sum of the released energy of the elastic zone and the kinetic energy generated by the impact of the resistance zone to obtain the remaining impact energy.

[0173] First, we will introduce how to estimate the energy consumption of anchorage support (e.g., the energy consumption E of anchorage support per meter of roadway). bolt-cable During the process, the energy absorption of the O-shaped shed support can be ignored.

[0174] Through testing and calculation, it can be obtained that the energy absorbed by a single traditional anchor bolt is E ubolt Energy absorption E of a single traditional anchor cable ucable They are: E ubolt =2.08E+04J; E ucable =1.28E+05J. Through testing and calculation, the energy absorbed by the reinforcing constant-resistance anchor cable used in the roadway, E, can be obtained. ucable-con =5.25E+04J.

[0175] Based on this, the energy consumption E of anchor support per unit length of roadway can be calculated. bolt-cable for:

[0176]

[0177] In the formula, N ubolt M represents the number of ordinary anchor bolts in a row across the tunnel cross-section; ucable and M ucable-con These represent the number of ordinary anchor cables and constant resistance anchor cables in a row across the tunnel cross-section, respectively; S bolt For ordinary anchor bolt spacing; S cable and S cable-con These represent the row spacing for ordinary anchor cables and constant resistance anchor cables, respectively. The energy absorption efficiency of the anchor bolts and cables is determined based on the gradient characteristics of the softening and fracturing surrounding rock: η bolt This represents the energy absorption efficiency of a typical anchor bolt. η cable Compared to the energy absorption efficiency of traditional anchor cables, and η cable-con The energy absorption efficiency of constant resistance anchor cables.

[0178] Next, based on the first equivalent in-situ stress P1 and the ordinate p of the extreme point S0 of the surrounding rock-support mutual feedback equilibrium curve... scr The energy release rate η of the elastic zone of the surrounding rock is used to determine the released energy E of the elastic zone.cr :

[0179]

[0180] in, p scr =p sum , which is the total support strength (MPa) of the support equipment in the roadway; q is an intermediate variable. The internal friction angle of the surrounding rock in the fractured zone; η can be any value between 0.1% and 1%. When η = 1%, E cr =3.84×10 6 J / m.

[0181] In cases where the roadway may become unstable under the first equivalent ground stress, the superposition of the far-field disturbance energy and the near-field elastic energy of the surrounding rock needs to be considered. After the superposition energy is dissipated through the resistance zone and the anchor body, the remaining impulse energy E that needs to be absorbed by the hydraulic support needs to be considered. residual =E c +E cr -E bolt-cable -E rock =2.03×10 5 J / m. In other words, the support parameters are determined based on the energy-conserving principle of energy absorption and anti-impact. The total energy absorbed by the energy-absorbing support consists of the impact energy from far-field disturbances and the elastic energy released from the near-field roadway surrounding rock in its ultimate equilibrium zone.

[0182] An embodiment of the present invention also provides a method for selecting a hydraulic support. The selection method may include: determining the remaining energy that the hydraulic support to be selected needs to absorb according to the method for determining remaining energy; and determining the hydraulic support that matches the roadway according to the remaining energy that the hydraulic support needs to absorb.

[0183] The determination of the hydraulic support that matches the roadway may include: determining the required energy absorption displacement stroke of the energy absorber of the hydraulic support and the energy required to be absorbed by a single support in the hydraulic support based on the remaining energy that the hydraulic support needs to absorb; and selecting the model of the hydraulic support based on the required energy absorption displacement stroke of the energy absorber and the energy required to be absorbed by the single support.

[0184] Specifically, for a two-column, guide-rod-less unit-type energy-absorbing and shock-resistant hydraulic support, based on the distance l0 (l0 = 2.4m) between any two adjacent hydraulic supports and the remaining impact energy E that the hydraulic support needs to absorb... residual (E residual =0.2845MJ / m) and the suction displacement resistance of the hydraulic support (F) n =6000kN), determine the suction displacement stroke L of the hydraulic support. str =l0Eresidual / F n = 2.4m * 0.2845 MJ / m / 6000 kN = 113.80 mm. Based on the distance l0 (l0 = 2.4m) between any two adjacent hydraulic supports and the remaining impulse energy E that the hydraulic support needs to absorb. residual (E residual =0.2845MJ / m), the required energy absorption of the hydraulic support is determined to be E. support =0.2845MJ / m*2.4m=682.80kJ.

[0185] Due to the suction displacement stroke L of the hydraulic support str (L str =113.80mm) is less than the impact relief displacement L of the support. imp (L imp =120mm) and the energy absorbed by a single support E support (E support =682.80kJ) is less than the energy absorbed by a single support during displacement E. imp (E imp =720kJ), therefore, the two-column guide rod-less unit-type energy-absorbing and anti-impact hydraulic support can meet the current roadway's energy absorption and anti-impact requirements in terms of impact displacement and impact energy absorption.

[0186] Similarly, for the combination of portal-type energy-absorbing and shock-absorbing hydraulic supports and stack-type energy-absorbing supports (i.e., support assembly), based on the distance l0 (l0 = 5m) between any two adjacent hydraulic supports and the remaining impact energy E that the hydraulic supports need to absorb... residual (E residual =2.03×10 5 J / m) and the suction and displacement resistance of the hydraulic support (F) w-static =10600kN), determine the suction displacement stroke L of the hydraulic support. str =l0E residual / 1.3F w-static = 73.66mm. Based on the distance l0 (l0 = 5m) between any two adjacent hydraulic supports and the remaining impulse energy E that the hydraulic support needs to absorb. residual (E residual =2.03×10 5 J / m), determine the required energy absorption of the hydraulic support as E. support =2.03×10 5 J / m * 5m = 1.02 MJ.

[0187] Due to the suction displacement stroke L of the hydraulic support str (L str =73.66mm) is less than the impact relief displacement L of the support. imp (Limp =120mm) and the energy absorbed by a single support E support (E support =1.02MJ) is less than the energy absorbed by a single support due to displacement E. imp (E imp =1.66MJ), therefore, the support assembly can meet the energy absorption and anti-impact requirements of the current roadway in terms of impact clearance displacement and impact clearance energy absorption, and the anti-impact safety factor N can be obtained. e =E imp / E support =1.63.

[0188] The selection method may further include: determining the extension amount of the piston in the column based on the selected hydraulic support model and the height of the roadway; determining the stiffness of the selected hydraulic support based on the extension amount of the piston in the column; and determining the timing of initial support based on the support balance point of the rock-support mutual feedback balance curve under the selected hydraulic support's initial support force, working resistance, stiffness, and second equivalent ground stress, wherein the second equivalent ground stress is the equivalent ground stress experienced by the roadway in the non-mining-affected area.

[0189] The selection method may further include: determining the support equilibrium point of the surrounding rock-support mutual feedback balance curve under the first equivalent in-situ stress and the support equilibrium point of the surrounding rock-support mutual feedback balance curve under the second equivalent in-situ stress. Accordingly, determining the support equilibrium point of the surrounding rock-support mutual feedback balance curve under the first equivalent in-situ stress includes: when the surrounding rock-support mutual feedback balance curve under the first equivalent in-situ stress does not have an extreme point, determining the support equilibrium point of the surrounding rock-support mutual feedback balance curve under the first equivalent in-situ stress using surrounding rock delamination control conditions; or when the surrounding rock-support mutual feedback balance curve under the first equivalent in-situ stress has an extreme point, determining the support equilibrium point of the surrounding rock-support mutual feedback balance curve under the first equivalent in-situ stress... The extreme point of the support-support mutual feedback balance curve is the support balance point of the surrounding rock-support mutual feedback balance curve under the first equivalent in-situ stress. Determining the support balance point of the surrounding rock-support mutual feedback balance curve under the second equivalent in-situ stress includes: determining the support balance point of the surrounding rock-support mutual feedback balance curve under the second equivalent in-situ stress based on the ordinate of the support balance point of the surrounding rock-support mutual feedback balance curve under the first equivalent in-situ stress and the ordinate of the support balance point of the surrounding rock-support mutual feedback balance curve under the second equivalent in-situ stress.

[0190] For details on the process, please refer to the description of determining the timing of the initial support above.

[0191] An embodiment of the present invention also provides a system for determining residual charge energy. The determining system may include: an energy consumption determining device, used to determine the total energy consumption of the resistance zone of the surrounding rock based on the damage variables of coal and rock in the softened zone and the fractured zone of the surrounding rock of the roadway, the equivalent radius of the roadway space, the radius of the fractured zone, and the radius of the softened zone, wherein the resistance zone includes the fractured zone and the softened zone; a kinetic energy determining device, used to determine the kinetic energy generated by the impact of the resistance zone based on the most dangerous microseismic magnitude, the distance from the most dangerous microseismic source to the failure point of the roadway, the radius of the softened zone, the equivalent radius of the roadway space, and the average density of coal and rock in the resistance zone; a state determining device, used to determine the stable state of the roadway under a first equivalent geostress, wherein the first equivalent geostress is the equivalent geostress experienced by the roadway in the mining influence zone; and a residual impact energy determining device, used to determine the residual impact energy that the selected hydraulic support needs to absorb based on the stable state of the roadway under the first equivalent geostress, the kinetic energy generated by the impact of the resistance zone, the total energy consumption of the resistance zone, and the energy consumption of the anchoring support in the roadway.

[0192] For specific details and benefits of the residual energy determination system provided by the present invention, please refer to the above description of the residual energy determination method, which will not be repeated here.

[0193] An embodiment of the present invention also provides a hydraulic support selection system. The selection system may include: a residual energy determination system for determining the residual energy that a hydraulic support to be selected needs to absorb; and a support determination device for determining a hydraulic support that matches the roadway based on the residual energy that the hydraulic support needs to absorb.

[0194] For specific details and benefits of the hydraulic support selection system provided by this invention, please refer to the above description of the hydraulic support selection method, which will not be repeated here.

[0195] In summary, this invention creatively determines the total energy dissipation of the resistance zone of the surrounding rock based on the damage variables of coal and rock in the softened zone and the fractured zone of the surrounding rock, the equivalent radius of the roadway space, the radius of the fractured zone, and the radius of the softened zone; it determines the kinetic energy generated by the impact of the resistance zone based on the magnitude of the most dangerous microseismic event, the distance from the source of the most dangerous microseismic event to the failure point of the roadway, the radius of the softened zone, the equivalent radius of the roadway space, and the average density of coal and rock in the resistance zone; it determines the stable state of the roadway under the first equivalent ground stress; and then, based on the stable state of the roadway under the first equivalent ground stress, the kinetic energy generated by the impact of the resistance zone, the total energy dissipation of the resistance zone, and the energy dissipation of the anchoring support in the roadway, it determines the remaining impact energy that the selected hydraulic support needs to absorb. This invention, by considering the superposition process of "distant field release of disturbance energy" and "near field release of energy" when a roadway rockburst occurs, can quantitatively determine the remaining impact energy that the hydraulic support to be selected needs to absorb, and then achieve parameterized selection of roadway anti-rockburst hydraulic supports based on the remaining impact energy.

[0196] The above describes how to determine the relevant characteristic parameters of hydraulic supports (e.g., the support strength of the hydraulic support for the surrounding rock, or the remaining impact energy that the hydraulic support needs to absorb) from two aspects: "prevention" (selecting hydraulic supports based on the support strength before impact initiation) and "treatment" (selecting hydraulic supports based on the remaining impact energy after impact initiation). In practice, the "prevention" and "treatment" aspects can be combined. First, determine the support strength of the hydraulic support for the surrounding rock and the remaining impact energy that the hydraulic support needs to absorb. Then, based on the determined support strength and remaining impact energy, determine the hydraulic support that matches the roadway.

[0197] An embodiment of the present invention also provides a method for selecting a hydraulic support. For example... Figure 9 As shown, the selection method may include the following steps S901-S905.

[0198] Step S901: Determine the second equivalent ground stress of the roadway in the non-mining-affected area and the first equivalent ground stress of the roadway in the mining-affected area.

[0199] Step S902: Based on the system equation of the roadway, the functional relationship between the displacement of the surrounding rock and the radius of the fractured zone, the second equivalent in-situ stress, the first equivalent in-situ stress, the functional relationship between the first boundary stress of the fractured zone on the softened zone under the first equivalent in-situ stress and the first support strength required for the roadway space and the radius of the fractured zone, and the functional relationship between the second boundary stress of the fractured zone on the softened zone under the second equivalent in-situ stress and the second support strength required for the roadway space and the radius of the fractured zone, determine the first surrounding rock-support mutual feedback balance curve under the first equivalent in-situ stress and the second surrounding rock-support mutual feedback balance curve under the second equivalent in-situ stress.

[0200] Step S903: Based on the first surrounding rock-support mutual feedback balance curve, the second surrounding rock-support mutual feedback balance curve, and the stress of the anchor support of the roadway, determine the support strength of the hydraulic support to be selected for the surrounding rock and the minimum extension and retraction required by the live column in the hydraulic support column.

[0201] Step S904: Based on the damage variables of coal and rock in the softened zone and the fractured zone of the surrounding rock, the radius of the fractured zone, the radius of the softened zone, the magnitude of the most dangerous microseismic event, the distance from the source of the most dangerous microseismic event to the failure point of the roadway, the equivalent radius of the roadway space, and the energy consumption of the anchoring support, determine the remaining impulse energy that the hydraulic support needs to absorb.

[0202] Step S905: Determine the hydraulic support that matches the roadway based on the support strength of the hydraulic support for the surrounding rock, the remaining impact energy that the hydraulic support needs to absorb, and the minimum extension and retraction required by the movable column in the column.

[0203] Based on further consideration of the coordinated deformation and mutual feedback response of the "surrounding rock-support" system, the above embodiments invent an energy-absorbing hydraulic support design and selection method from two aspects: strength design (impact prevention / "prevention") and energy design (impact control / "treatment"), to ensure that the anti-impact support equipment operates scientifically under a reasonable safety factor.

[0204] For details on the process of determining the support strength, the remaining impulse energy, and the minimum expansion / contraction, please refer to the relevant descriptions in the "prevention" or "treatment" schemes above.

[0205] The determination of the hydraulic support matching the roadway may include: determining the static working load and displacement resistance required for the hydraulic support to prevent erosion based on the support strength of the hydraulic support for the surrounding rock; determining the displacement stroke required for the energy absorber of the hydraulic support and the energy required to be absorbed by a single support in the hydraulic support based on the remaining impact energy required to be absorbed by the hydraulic support; and selecting the model of the hydraulic support based on the static working load and displacement resistance required for the hydraulic support to prevent erosion, the displacement stroke required for the energy absorber and the energy required to be absorbed by a single support, and the minimum extension amount required for the piston in the column.

[0206] For details on determining the static working load, the discharge resistance, the discharge stroke, the required absorbed energy, and the minimum extension / retraction amount, please refer to the relevant descriptions in the "prevention" or "treatment" schemes above. Then, by combining the determined five parameters and corresponding criteria, the model of the hydraulic support can be comprehensively selected.

[0207] Therefore, it can be determined that the two-column guide rod-less unit-type energy-absorbing anti-impact hydraulic support (or a combination of gantry and stack support) fully meets the current requirements of roadway anti-impact / anti-impact response for the strength and energy of energy-absorbing supports in terms of working resistance, displacement, energy absorption, static working load, and piston pressure stroke.

[0208] After completing the suitability assessment of multiple or all support structures, if multiple models meet the requirements, further optimization can be made in terms of ground pressure and support structure anti-tipping. If the calculated energy absorption parameters cannot be matched with the existing support structure model database, making it impossible to complete the support structure selection, then a new parameter design for the support structure needs to be implemented.

[0209] After strengthening the regional or local decompression work in the coal seam, reassess the first equivalent ground stress P2 under the influence of the longwall face, and perform other related steps to achieve iterative calculations until all strength parameters and energy absorption parameters are reasonably determined or the support customization method meets the design requirements. The exit criteria for iterative selection can be one or more of the following: the working resistance of the existing support is greater than or equal to the static working load required for the support to prevent impact; the yield resistance of the existing support is greater than or equal to the yield resistance required for the support to prevent impact; the piston pressure relief stroke (i.e., the maximum extension length) of the existing support is greater than the minimum extension amount required by the piston in the column; the impact relief displacement of the existing support is greater than or equal to the yield relief displacement of the support; the impact energy absorbed by the existing support is greater than the required energy absorbed by the support.

[0210] In summary, this invention creatively determines the second equivalent in-situ stress of the roadway in the non-mining-affected zone and the first equivalent in-situ stress of the roadway in the mining-affected zone; based on the roadway's system equation, the functional relationship between the displacement of the surrounding rock and the radius of the fractured zone, the second equivalent in-situ stress, the first equivalent in-situ stress, the functional relationship between the first boundary stress of the fractured zone on the softened zone under the first equivalent in-situ stress and the first support strength required for the roadway space and the radius of the fractured zone, and the functional relationship between the second boundary stress of the fractured zone on the softened zone under the second equivalent in-situ stress and the second support strength required for the roadway space and the radius of the fractured zone, the first surrounding rock-support mutual feedback balance curve under the first equivalent in-situ stress and the second surrounding rock-support mutual feedback balance curve under the second equivalent in-situ stress are determined; based on the first... Based on the rock-support mutual feedback balance curve, the second rock-support mutual feedback balance curve, and the stress of the anchoring support of the roadway, the support strength of the hydraulic support to be selected for the surrounding rock and the minimum expansion and contraction required of the live column in the hydraulic support are determined. Based on the damage variables of coal and rock in the softened zone and the fractured zone of the surrounding rock, the radius of the fractured zone, the radius of the softened zone, the most dangerous micro-seismic magnitude, the distance from the most dangerous micro-seismic source to the failure point of the roadway, the equivalent radius of the roadway space, and the energy consumption of the anchoring support, the remaining impulse energy to be absorbed by the hydraulic support is determined. Based on the support strength of the hydraulic support for the surrounding rock, the remaining impulse energy to be absorbed by the hydraulic support, and the minimum expansion and contraction required of the live column in the support, the hydraulic support that matches the roadway is determined. Therefore, this invention, on the one hand, considers the loading effect of the working face mining on the advance roadway, and can quantitatively determine the deformation coordination response and mutual feedback balance relationship between the surrounding rock and the support in the roadway under rockburst. On the other hand, it also considers the superposition process of "far-field release of disturbance energy" and "near-field release of energy" when the roadway under rockburst occurs, and can quantitatively determine the remaining impact energy that the hydraulic support to be selected needs to absorb. Thus, the support strength and remaining impact energy of the hydraulic support to be selected for the surrounding rock can be accurately determined, and the parameterized selection of the roadway anti-rockburst hydraulic support can be achieved at least based on the support strength and the remaining impact energy.

[0211] An embodiment of the present invention also provides a hydraulic support selection system. The selection system may include: a stress determination device for determining the second equivalent ground stress of a roadway in a non-mining-affected zone and the first equivalent ground stress of a roadway in a mining-affected zone; a balance curve determination device for determining, based on the roadway's system equation, the functional relationship between the displacement of the surrounding rock and the radius of the fractured zone, the second equivalent ground stress, the first equivalent ground stress, the functional relationship between the first boundary stress of the fractured zone on the softened zone under the first equivalent ground stress and the first support strength required for the roadway space and the radius of the fractured zone, and the functional relationship between the second boundary stress of the fractured zone on the softened zone under the second equivalent ground stress and the second support strength required for the roadway space and the radius of the fractured zone, the first surrounding rock-support mutual feedback balance curve under the first equivalent ground stress; and a telescoping amount determination device for determining, based on the... The system comprises: a first surrounding rock-support mutual feedback balance curve, a second surrounding rock-support mutual feedback balance curve, and the stress of the anchoring support of the roadway; determining the support strength of the hydraulic support to be selected for the surrounding rock and the minimum extension required by the live column in the hydraulic support column; a residual impulse energy determining device, used to determine the residual impulse energy to be absorbed by the hydraulic support based on the damage variables of coal and rock in the softened zone and the fractured zone of the surrounding rock, the radius of the fractured zone, the radius of the softened zone, the most dangerous micro-seismic magnitude, the distance from the most dangerous micro-seismic source to the failure point of the roadway, the equivalent radius of the roadway space, and the energy consumption of the anchoring support; and a hydraulic support determining device, used to determine the hydraulic support that matches the roadway based on the support strength of the hydraulic support for the surrounding rock, the residual impulse energy to be absorbed by the hydraulic support, and the minimum extension required by the live column in the column.

[0212] For specific details and benefits of the hydraulic support selection system provided by this invention, please refer to the above description of the hydraulic support selection method, which will not be repeated here.

[0213] An embodiment of the present invention also provides a computer-readable storage medium storing a computer program that, when executed by a processor, implements the hydraulic support selection method.

[0214] It should be noted that the steps performed by each device in the selection system or the determination system can be executed by a processor.

[0215] The beneficial effects of the above embodiments of the present invention include at least the following three points:

[0216] First, a method for selecting anti-rockburst energy-absorbing hydraulic supports for roadways prone to rockbursts is provided. This method is based on the quantitative theory of rockburst occurrence and the calculation formula of its critical conditions. It clarifies the physical process of static and dynamic stress and energy superposition of the surrounding rock in the near and far fields when rockburst occurs, laying a solid cognitive foundation for the selection of anti-rockburst supports.

[0217] Secondly, by combining analytical calculations and engineering statistics, the quantitative estimation of "far-field release of disturbance energy" and "near-field release of energy" in the roadway was achieved. This provides a relatively comprehensive set of feasibility and applicability criteria and design methods for energy-absorbing and shock-resistant support designs. This lays a scientific mathematical foundation for the selection of shock-resistant supports.

[0218] Third, it fully considers the mutual feedback balance deformation coordination response relationship between the surrounding rock and the support in rockburst roadways, which will effectively guide the parametric selection of support equipment based on stability, such as parameters like energy absorption resistance, yield stroke, support stiffness, and initial support force.

[0219] The optional embodiments of the present invention have been described in detail above with reference to the accompanying drawings. However, the embodiments of the present invention are not limited to the specific details in the above embodiments. Within the scope of the technical concept of the embodiments of the present invention, various simple modifications can be made to the technical solutions of the embodiments of the present invention, and these simple modifications all fall within the protection scope of the embodiments of the present invention.

[0220] It should also be noted that the various specific technical features described in the above embodiments can be combined in any suitable manner without contradiction. To avoid unnecessary repetition, the embodiments of the present invention will not describe the various possible combinations separately.

[0221] Those skilled in the art will understand that all or part of the steps in the methods of the above embodiments can be implemented by a program instructing related hardware. This program is stored in a storage medium and includes several instructions to cause a microcontroller, chip, or processor to execute all or part of the steps of the methods described in the various embodiments of this application. The aforementioned storage medium includes various media capable of storing program code, such as a USB flash drive, a portable hard drive, a read-only memory (ROM), a random access memory (RAM), a magnetic disk, or an optical disk.

[0222] Furthermore, various different implementations of the present invention can be combined arbitrarily, as long as they do not violate the spirit of the present invention, they should also be regarded as the content disclosed in the present invention.

Claims

1. A method for selecting a hydraulic support, characterized in that, The selecting method comprises: determining a second equivalent ground stress of a non-mining influence area roadway and a first equivalent ground stress of a mining influence area roadway; determining a first surrounding rock-support mutual feedback balance curve under the first equivalent ground stress and a second surrounding rock-support mutual feedback balance curve under the second equivalent ground stress according to a system equation of the roadway, a function relationship between a displacement of surrounding rock of the roadway and a broken zone radius, the second equivalent ground stress, the first equivalent ground stress, a function relationship between a first boundary stress of a broken zone to a softening zone under the first equivalent ground stress and both a first support strength required by a roadway space and the broken zone radius, and a function relationship between a second boundary stress of the broken zone to the softening zone under the second equivalent ground stress and both a second support strength required by the roadway space and the broken zone radius; determining a support strength of the hydraulic support to the surrounding rock and a minimum telescopic amount required by a telescopic column in a column of the hydraulic support according to the first surrounding rock-support mutual feedback balance curve, the second surrounding rock-support mutual feedback balance curve, and a stress of an anchoring support of the roadway; determining a residual impact energy required to be absorbed by the hydraulic support according to a damage variable of coal rock in the softening zone, a damage variable of coal rock in the broken zone, the broken zone radius, the softening zone radius, a most dangerous microseismic magnitude, a distance from a most dangerous microseismic source to a destruction point of the roadway, an equivalent radius of the roadway space, and an energy consumption of the anchoring support; and determining the hydraulic support matched with the roadway according to the support strength of the hydraulic support to the surrounding rock, the residual impact energy required to be absorbed by the hydraulic support, and the minimum telescopic amount required by the telescopic column in the column, The determining a second equivalent ground stress of a non-mining influence area roadway and a first equivalent ground stress of a mining influence area roadway comprises: According to the in-situ ground stress P 0, the uniaxial compressive strength of the coal rock σ c and the mining-induced stress peak value in the surrounding rock of the roadway in the non-mining influence zone is determined according to the following formula P m ; ； According to the mining stress peak value P m , the surrounding rock pressure relief efficiency coefficient W drill , the uniaxial compressive strength of the coal rock σ c and the second equivalent ground stress is determined by the following formula P 1, ; and According to the mining stress peak value P m , the pressure relief efficiency coefficient of the roadway surrounding rock W drill , the mining stress concentration coefficient of the roadway in the mining influence area λ m , the uniaxial compressive strength of the coal rock σ c and the first equivalent ground stress is determined according to the following formula P 2, 。 2. The sizing method of claim 1, wherein, The determining a first surrounding rock-support mutual feedback balance curve under the first equivalent ground stress and a second surrounding rock-support mutual feedback balance curve under the second equivalent ground stress comprises: determining the first boundary stress corresponding to the first equivalent ground stress and the second boundary stress corresponding to the second equivalent ground stress according to a system equation of the roadway; determining the first surrounding rock-support mutual feedback balance curve according to the first boundary stress, a function relationship between the first boundary stress and both the first support strength and the broken zone radius, and a function relationship between a displacement of surrounding rock of the roadway and the broken zone radius; and determining the second surrounding rock-support mutual feedback balance curve according to the second boundary stress, a function relationship between the second boundary stress and both the second support strength required by the roadway space and the broken zone radius, and the function relationship between the displacement of surrounding rock of the roadway and the broken zone radius.

3. The sizing method of claim 1, wherein, The determining a support strength of the hydraulic support to the surrounding rock and a minimum telescopic amount required by a telescopic column in a column of the hydraulic support comprises: determining a first support balance point of the first surrounding rock-support mutual feedback balance curve and a second support balance point of the second surrounding rock-support mutual feedback balance curve according to the first surrounding rock-support mutual feedback balance curve and the second surrounding rock-support mutual feedback balance curve; determining the support strength of the hydraulic support to the surrounding rock according to the second support balance point and the stress of the anchor support of the roadway; and determining the minimum telescopic amount required by the movable column in the prop of the hydraulic support according to the first support balance point and the second support balance point.

4. The sizing method of claim 3, wherein, The determining of the first support balance point of the first surrounding rock-support mutual feedback balance curve and the second support balance point of the second surrounding rock-support mutual feedback balance curve comprises: in the case that the first surrounding rock-support mutual feedback balance curve does not have an extreme point, the following steps are performed: determining the first support balance point according to the first surrounding rock-support mutual feedback balance curve and a surrounding rock separation control condition; and determining the second support balance point according to the longitudinal coordinate of the first support balance point and the second surrounding rock-support mutual feedback balance curve, or in the case that the first surrounding rock-support mutual feedback balance curve has an extreme point, the following steps are performed: determining the extreme point of the first surrounding rock-support mutual feedback balance curve as the first support balance point; and determining the second support balance point according to the longitudinal coordinate of the first support balance point and the second surrounding rock-support mutual feedback balance curve, wherein the longitudinal coordinate of the first support balance point is equal to the longitudinal coordinate of the second support balance point.

5. The sizing method of claim 4, wherein, The surrounding rock separation control condition comprises that the displacement of the surrounding rock of the roadway is less than or equal to a preset proportion of the equivalent radius of the roadway space.

6. The sizing method of claim 3, wherein, The determining of the residual impact energy required to be absorbed by the hydraulic support comprises: determining the total energy consumption of the resistance zone of the surrounding rock according to the damage variable of the coal rock in the softening zone, the damage variable of the coal rock in the broken zone, the equivalent radius of the roadway space, the broken zone radius and the softening zone radius, wherein the resistance zone comprises the broken zone and the softening zone; determining the kinetic energy generated by the impact of the resistance zone according to the most dangerous microseismic magnitude, the distance from the most dangerous microseismic source to the damage point of the roadway, the softening zone radius, the equivalent radius of the roadway space and the average density of the coal rock in the resistance zone; and determining the residual impact energy according to the kinetic energy generated by the impact of the resistance zone, the total energy consumption of the resistance zone and the energy consumption of the anchor support.

7. The sizing method of claim 6, wherein, In the case that the second surrounding rock-support mutual feedback balance curve does not have an extreme point, the determining of the residual impact energy comprises: subtracting the sum of the total energy consumption of the resistance zone and the energy consumption of the anchor support from the kinetic energy generated by the impact of the resistance zone to obtain the residual impact energy.

8. The sizing method of claim 6, wherein, In the case that the second surrounding rock-support mutual feedback balance curve has an extreme point, the determining of the residual impact energy comprises: determining the released energy of the elastic zone according to the first equivalent ground stress, the longitudinal coordinate of the second support balance point and the energy release rate of the elastic zone of the surrounding rock; and determining the released energy of the elastic zone according to the first equivalent ground stress, the longitudinal coordinate of the second support balance point and the energy release rate of the elastic zone of the surrounding rock; and The sum of the released energy of the elastic zone and the kinetic energy generated by the resistance zone impact minus the sum of the total energy dissipated by the resistance zone and the energy dissipated by the anchoring support to obtain the residual impact energy.

9. The sizing method of claim 6, wherein, The determining the kinetic energy generated by the resistance zone impact comprises: determining the impact movement speed of the coal rock in the resistance zone when the rock burst occurs according to the most dangerous microseismic magnitude, the distance from the most dangerous microseismic source to the damage point of the roadway, the softening zone radius and the equivalent radius of the roadway space; determining the mass of the coal rock in the resistance zone according to the softening zone radius, the equivalent radius of the roadway space and the average density of the coal rock in the resistance zone; and determining the kinetic energy generated by the resistance zone impact according to the impact movement speed and the mass of the coal rock in the resistance zone.

10. The sizing method of claim 1, wherein, The selection method further comprises: determining the softening zone radius and the broken zone radius according to the system equation of the roadway, the first equivalent ground stress, the disturbance response instability criterion, the damage variable of the coal rock in the elastic zone of the surrounding rock, the damage variable of the coal rock in the softening zone and the damage variable of the coal rock in the broken zone.

11. The sizing method of claim 1 wherein, The determining the hydraulic support matched with the roadway comprises: determining the static load working load and the energy dissipation displacement resistance required by the hydraulic support to prevent the rock burst according to the support strength of the hydraulic support to the surrounding rock; determining the energy dissipation displacement stroke required by the energy absorber of the hydraulic support and the energy required to be absorbed by a single support in the hydraulic support according to the residual impact energy required to be absorbed by the hydraulic support; and selecting the type of the hydraulic support according to the static load working load and the energy dissipation displacement resistance required by the hydraulic support to prevent the rock burst, the energy dissipation displacement stroke required by the energy absorber and the energy required to be absorbed by the single support and the minimum telescopic amount required by the movable column in the column.

12. The sizing method of claim 11, wherein, The selection method further comprises: determining the extension amount of the movable column in the column according to the type of the selected hydraulic support and the height of the roadway; determining the rigidity of the selected hydraulic support according to the extension amount of the movable column in the column; and determining the initial support timing according to the initial support force, the working resistance and the rigidity of the selected hydraulic support and the second support balance point.

13. A selection system of hydraulic supports, characterized in that, The selection system comprises: stress determining means for determining the second equivalent ground stress of the non-mining influence zone roadway and the first equivalent ground stress of the mining influence zone roadway; balance curve determining means for determining the first surrounding rock-support mutual feedback balance curve under the first equivalent ground stress and the second surrounding rock-support mutual feedback balance curve under the second equivalent ground stress according to the system equation of the roadway, the functional relationship between the displacement of the surrounding rock of the roadway and the broken zone radius, the functional relationship between the first boundary stress of the broken zone to the softening zone under the first equivalent ground stress and the first support strength required by the roadway space and the broken zone radius and the functional relationship between the second boundary stress of the broken zone to the softening zone under the second equivalent ground stress and the second support strength required by the roadway space and the broken zone radius; The telescopic amount determining device is configured to determine a minimum telescopic amount required for the hydraulic support to support the surrounding rock according to the first surrounding rock-support mutual feedback balance curve, the second surrounding rock-support mutual feedback balance curve, and a stress of the anchor support of the roadway. The residual impact energy determining device is configured to determine a residual impact energy required to be absorbed by the hydraulic support according to a damage variable of the coal rock in the softening zone and a damage variable of the coal rock in the broken zone, a broken zone radius, a softening zone radius, a most dangerous microseismic magnitude, a distance from a most dangerous microseismic source to a damage point of the roadway, an equivalent radius of the roadway space, and an energy consumption of the anchor support. The hydraulic support determining device is configured to determine the hydraulic support matched with the roadway according to the support strength of the hydraulic support to the surrounding rock, the residual impact energy required to be absorbed by the hydraulic support, and the minimum telescopic amount required for the hydraulic support to support the surrounding rock. The computer readable storage medium stores a computer program, and the computer program is executed by the processor to implement the hydraulic support selection method in any one of claims 1-12. According to the in-situ ground stress P 0, the uniaxial compressive strength of the coal rock ​ c and the mining-induced stress peak value in the surrounding rock of the roadway in the non-mining influence zone is determined according to the following formula P m ; ； According to the mining stress peak value P m , the surrounding rock pressure relief efficiency coefficient W drill , the uniaxial compressive strength of the coal rock ​ c and the second equivalent ground stress is determined by the following formula P 1, ; and According to the mining stress peak value P m , the pressure relief efficiency coefficient of the roadway surrounding rock W drill , the mining stress concentration coefficient of the roadway in the mining influence area ​ m , the uniaxial compressive strength of the coal rock ​ c and the first equivalent ground stress is determined according to the following formula P 2, 。 14. A computer-readable storage medium, characterized in that, ​

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